The current research was implemented to monitor and rehabilitate the structural health of Masjed-E-Soleyman, M.E.S., dam with 177 m height, one of the highest Iranian rockfill dams. This dam suffers from extensive and unpredictable settlements and related cracks. In order to investigate the nonhomogeneous (Conglomerate) rockfill's brittle behavior in Before-After and During the triaxial tests, a series of laboratory tests in conventional stress paths were carried out using a large-scale triaxial apparatus. A numerical time-dependent model was introduced inside the laboratory tests to find a relationship between particle breakage and the time-dependent settlement of the embankment dam. The core of this paper aimed to investigate the particle breakage of Conglomerate material in the M.E.S. dam and to modify the nonhomogeneous relative particle breakage index, by establishing a relationship between relative particle breakage index for this material and the plastic work. The conclusions of this research were categorized into three significant steps. The Breakage Index (Before-After tests) was calculated in the first step. Secondly, a relationship between Breakage Index and plastic work (During tests) was introduced. Finally, a predictable pattern of dam's crest settlement was presented using numerical Viscoelastic Burgers model and its calibration with accurate monitoring data of the M.E.S. dam.
{"title":"The Influence of Rockfill Material's Particle Breakage on Long-Term Time-Dependent Settlement of Embankment dams","authors":"Saber Alidadi, R. Alipour, M. Shakeri","doi":"10.1680/jgeen.21.00005","DOIUrl":"https://doi.org/10.1680/jgeen.21.00005","url":null,"abstract":"The current research was implemented to monitor and rehabilitate the structural health of Masjed-E-Soleyman, M.E.S., dam with 177 m height, one of the highest Iranian rockfill dams. This dam suffers from extensive and unpredictable settlements and related cracks. In order to investigate the nonhomogeneous (Conglomerate) rockfill's brittle behavior in Before-After and During the triaxial tests, a series of laboratory tests in conventional stress paths were carried out using a large-scale triaxial apparatus. A numerical time-dependent model was introduced inside the laboratory tests to find a relationship between particle breakage and the time-dependent settlement of the embankment dam. The core of this paper aimed to investigate the particle breakage of Conglomerate material in the M.E.S. dam and to modify the nonhomogeneous relative particle breakage index, by establishing a relationship between relative particle breakage index for this material and the plastic work. The conclusions of this research were categorized into three significant steps. The Breakage Index (Before-After tests) was calculated in the first step. Secondly, a relationship between Breakage Index and plastic work (During tests) was introduced. Finally, a predictable pattern of dam's crest settlement was presented using numerical Viscoelastic Burgers model and its calibration with accurate monitoring data of the M.E.S. dam.","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2022-01-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"83944140","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The soil in embankment dams and slopes may accumulate irreversible deformation due to variation of water level. During that process, soil skeleton experiences constant deviatoric stress path, along with cyclic mean effective stress. In this work, triaxial drained tests were conducted under low rate of strain on saturated sand to investigate the strain response along such stress path, considering the influence of loading amplitude. Test results demonstrated that volumetric strain of saturated sand was diverse, when the consolidation stress conditions were different. When consolidation deviatoric stress was increased from 300 kPa to 900 kPa, the effect of amplitude of cyclic on the volumetric strain is strengthened, while the cumulative effect is weakened. The shear strain curves under different loading amplitudes were parallel to each other, no matter what the consolidation stress condition was. However, the cumulative shear strain showed great differences. Motivated by the effect of loading amplitude, the accumulation of shear strain was increased. While the consolidation deviatoric stress was held constant at a low stress level, the effect of loading amplitude on volumetric strain was greater than that on shear strain. However, with the enhancement of stress level, the effect on shear strain would be significantly enhanced.
{"title":"Observed Responses of a Saturated Sand under Constant Deviatoric Stress Path in Drained Triaxial tests over a Range of Applied Shear Stress","authors":"Zhiyi Zhao, Yanli Dong, Zhaopeng Zhang, Ying Gao, Xiaoshuang Zhang","doi":"10.1680/jgeen.21.00086","DOIUrl":"https://doi.org/10.1680/jgeen.21.00086","url":null,"abstract":"The soil in embankment dams and slopes may accumulate irreversible deformation due to variation of water level. During that process, soil skeleton experiences constant deviatoric stress path, along with cyclic mean effective stress. In this work, triaxial drained tests were conducted under low rate of strain on saturated sand to investigate the strain response along such stress path, considering the influence of loading amplitude. Test results demonstrated that volumetric strain of saturated sand was diverse, when the consolidation stress conditions were different. When consolidation deviatoric stress was increased from 300 kPa to 900 kPa, the effect of amplitude of cyclic on the volumetric strain is strengthened, while the cumulative effect is weakened. The shear strain curves under different loading amplitudes were parallel to each other, no matter what the consolidation stress condition was. However, the cumulative shear strain showed great differences. Motivated by the effect of loading amplitude, the accumulation of shear strain was increased. While the consolidation deviatoric stress was held constant at a low stress level, the effect of loading amplitude on volumetric strain was greater than that on shear strain. However, with the enhancement of stress level, the effect on shear strain would be significantly enhanced.","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2022-01-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"79961051","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
R. Alipour, Heshmati R. Ali Akbar, Jafar Karimiazar, Narges Isazadehfar, E. Asghari-Kaljahi, S. H. Bahmani
This study investigates the effects of Nano-silica and Nano-alumina on the Marl soil as a problematic soil in Tabriz, Iran. These soils, which are among the swellable soils, constitute the foundation of most projects in Tabriz. Due to water absorption, these soils are liable to volume change and instability risks in the foundation of projects. Consequently, various physical and chemical methods have been employed to stabilize these soils. In the present study, for the first time, the reconstructed samples of Tabriz Marl were stabilized with various percentages of Nano-silica and Nano-alumina, which have fewer environmental effects in comparison with ordinary additives such as Portland cement or lime. In addition, soil swelling behaviors have been evaluated by various experiments including Atterberg limits, density, free swelling, swelling pressure, California Bearing Ratio (CBR) tests, direct shear tests, Field Emission Scanning Electron Microscopy (FESEM), and X-ray powder diffraction (XRD) analyses which were conducted at 1, 7, and 28 days of curing times. The results show that Nano-alumina has a greater effect on reducing the swelling of stabilized samples than Nano-silica. However, the effect of Nano-silica has been more than Nano-alumina on increasing the strength CBR.
{"title":"Resistance and Swellability of Stabilized Samples of Marl Problematic Soils Using Nano-silica and Nano-alumina","authors":"R. Alipour, Heshmati R. Ali Akbar, Jafar Karimiazar, Narges Isazadehfar, E. Asghari-Kaljahi, S. H. Bahmani","doi":"10.1680/jgeen.21.00016","DOIUrl":"https://doi.org/10.1680/jgeen.21.00016","url":null,"abstract":"This study investigates the effects of Nano-silica and Nano-alumina on the Marl soil as a problematic soil in Tabriz, Iran. These soils, which are among the swellable soils, constitute the foundation of most projects in Tabriz. Due to water absorption, these soils are liable to volume change and instability risks in the foundation of projects. Consequently, various physical and chemical methods have been employed to stabilize these soils. In the present study, for the first time, the reconstructed samples of Tabriz Marl were stabilized with various percentages of Nano-silica and Nano-alumina, which have fewer environmental effects in comparison with ordinary additives such as Portland cement or lime. In addition, soil swelling behaviors have been evaluated by various experiments including Atterberg limits, density, free swelling, swelling pressure, California Bearing Ratio (CBR) tests, direct shear tests, Field Emission Scanning Electron Microscopy (FESEM), and X-ray powder diffraction (XRD) analyses which were conducted at 1, 7, and 28 days of curing times. The results show that Nano-alumina has a greater effect on reducing the swelling of stabilized samples than Nano-silica. However, the effect of Nano-silica has been more than Nano-alumina on increasing the strength CBR.","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2022-01-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"72662420","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
J. P. Silva, P. Cacciari, L. F. Ribeiro, M. Jefferies
Understanding the geotechnical properties of iron ore tailings is one of the biggest challenges that the mining industry currently faces. The brittle behaviour of these tailings has brought the importance of small strain stiffness to the geotechnical forefront. However, lack of knowledge and information about the behaviour of iron ore tailings still exists. This paper presents the results and analysis of a laboratory program that aimed to assess the small strain stiffness of tailings materials. These materials were produced during the iron ore treatment process. Bender elements were used to measure shear wave velocities and evaluate dynamic shear moduli at different effective stress levels resulting from isotropic consolidation tests. Three types of iron ore tailings were used: (1) flotation, (2) slimes, and (3) blended with different grain-size distributions. Reconstituted specimens were prepared at different densities (loose and dense conditions) to assess initial density effects (percent compaction) upon the shear modulus. The laboratory results were compared with empirical correlations with other soil types. Nevertheless, these equations were ineffective in representing tailings materials that contain large amounts of fines (slimes). The advantages and limitations of these equations are discussed, and a new empirical equation that includes the degree of compaction is suggested.
{"title":"Influence of compaction on small-strain shear modulus of iron ore tailings","authors":"J. P. Silva, P. Cacciari, L. F. Ribeiro, M. Jefferies","doi":"10.1680/jgeen.21.00036","DOIUrl":"https://doi.org/10.1680/jgeen.21.00036","url":null,"abstract":"Understanding the geotechnical properties of iron ore tailings is one of the biggest challenges that the mining industry currently faces. The brittle behaviour of these tailings has brought the importance of small strain stiffness to the geotechnical forefront. However, lack of knowledge and information about the behaviour of iron ore tailings still exists. This paper presents the results and analysis of a laboratory program that aimed to assess the small strain stiffness of tailings materials. These materials were produced during the iron ore treatment process. Bender elements were used to measure shear wave velocities and evaluate dynamic shear moduli at different effective stress levels resulting from isotropic consolidation tests. Three types of iron ore tailings were used: (1) flotation, (2) slimes, and (3) blended with different grain-size distributions. Reconstituted specimens were prepared at different densities (loose and dense conditions) to assess initial density effects (percent compaction) upon the shear modulus. The laboratory results were compared with empirical correlations with other soil types. Nevertheless, these equations were ineffective in representing tailings materials that contain large amounts of fines (slimes). The advantages and limitations of these equations are discussed, and a new empirical equation that includes the degree of compaction is suggested.","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2022-01-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"82593519","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
D. Reid, Simon Dickinson, U. Mital, R. Fanni, A. Fourie
Static liquefaction has been identified as the cause of several recent tailings storage facility (TSF) failures. Partially based on the investigations carried out, significant advances on the analysis of static liquefaction triggering have been made. This includes application of critical state-based models in a stress-deformation framework to identify if in situ conditions are approaching a level where triggering could occur. However, several important uncertainties remain. The current work investigates three of these uncertainties and their effect (both independently, and in conjunction) on the identification of static liquefaction triggering and slope failure: geostatic stress ratio K0, intermediate principal stress ratio, and principal stress angle from vertical. These uncertainties are examined through a series of numerical analyses of an idealised TSF. Various values of K0 are used to examine their effect on triggering, while different approaches to the potential effect of intermediate principal stress ratio and principal stress angle from vertical on instability are taken. This work shows that current state of knowledge in these areas is such that significant uncertainty seems unavoidable in attempting to identify exactly when a particular slope may undergo static liquefaction triggering. Experimental and in situ test programs that may be useful in reducing this uncertainty are outlined.
{"title":"On some uncertainties related to static liquefaction triggering assessments","authors":"D. Reid, Simon Dickinson, U. Mital, R. Fanni, A. Fourie","doi":"10.1680/jgeen.21.00054","DOIUrl":"https://doi.org/10.1680/jgeen.21.00054","url":null,"abstract":"Static liquefaction has been identified as the cause of several recent tailings storage facility (TSF) failures. Partially based on the investigations carried out, significant advances on the analysis of static liquefaction triggering have been made. This includes application of critical state-based models in a stress-deformation framework to identify if in situ conditions are approaching a level where triggering could occur. However, several important uncertainties remain. The current work investigates three of these uncertainties and their effect (both independently, and in conjunction) on the identification of static liquefaction triggering and slope failure: geostatic stress ratio K0, intermediate principal stress ratio, and principal stress angle from vertical. These uncertainties are examined through a series of numerical analyses of an idealised TSF. Various values of K0 are used to examine their effect on triggering, while different approaches to the potential effect of intermediate principal stress ratio and principal stress angle from vertical on instability are taken. This work shows that current state of knowledge in these areas is such that significant uncertainty seems unavoidable in attempting to identify exactly when a particular slope may undergo static liquefaction triggering. Experimental and in situ test programs that may be useful in reducing this uncertainty are outlined.","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2022-01-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"78938989","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
In this study, grading of surrounding rock was based on rock mass basic quality (BQ) values according to the specifications in China. Numerical approach was to construct synthetic rock mass (SRM) model to represent the jointed rock mass, and obtain the strength of the rock mass. It represented intact rock by the bonded particle model (BPM), and represent joint behaviour by the smooth joint model (SJM) to construct the discrete fracture network (DFN). In the Hongtuzhang Tunnel, the micro properties of granite cores with different weathered degrees were determined by the validation process, and the calculation representative elementary volume (REV) of surrounding rock was 15 m×15 m. Five slightly weathered, three slightly to moderately weathered, and two moderately weathered granite surrounding rock mass models were established based on the probability distribution of joint sets in each borehole, the conversion BQ value was acquired according by the calculated strength of rock mass model. It was discussed the differences of surrounding rock grades between the geological survey method and the numerical calculation method, and then found that the geological survey report is higher than the numerical calculation method predicted. And the numerical calculation is consistent with the actual excavation of rock mass at borehole A1388.
{"title":"Precise grading of surrounding rock based on the numerical calculation of the jointed rock mass","authors":"Dan Huang, Xiao-qing Li, Wenfeng Song","doi":"10.1680/jgeen.21.00155","DOIUrl":"https://doi.org/10.1680/jgeen.21.00155","url":null,"abstract":"In this study, grading of surrounding rock was based on rock mass basic quality (BQ) values according to the specifications in China. Numerical approach was to construct synthetic rock mass (SRM) model to represent the jointed rock mass, and obtain the strength of the rock mass. It represented intact rock by the bonded particle model (BPM), and represent joint behaviour by the smooth joint model (SJM) to construct the discrete fracture network (DFN). In the Hongtuzhang Tunnel, the micro properties of granite cores with different weathered degrees were determined by the validation process, and the calculation representative elementary volume (REV) of surrounding rock was 15 m×15 m. Five slightly weathered, three slightly to moderately weathered, and two moderately weathered granite surrounding rock mass models were established based on the probability distribution of joint sets in each borehole, the conversion BQ value was acquired according by the calculated strength of rock mass model. It was discussed the differences of surrounding rock grades between the geological survey method and the numerical calculation method, and then found that the geological survey report is higher than the numerical calculation method predicted. And the numerical calculation is consistent with the actual excavation of rock mass at borehole A1388.","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2022-01-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"89499460","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
The prediction of shear strength for unsaturated soils remains to be a significant challenge due to their complex multi-phase nature. In this paper, a review of prior experimental studies is firstly carried out to present important pieces of evidence, limitations, and some design considerations. Next, an overview of the existing shear strength equations is summarized with a brief discussion. Then, a micromechanical model with stress equilibrium conditions and multi-phase interaction considerations is presented to provide a new equation for predicting the shear strength of unsaturated soils. The validity of the proposed model is examined for several published shear strength data of different soil types. It is observed that the shear strength predicted by the analytical model is in good agreement with the experimental data, and get high performance compared to the existing models. The evaluation of the outcomes with two criteria, using average relative error and the normalized sum of squared error, proved the effectiveness and validity of the proposed equation. Using the proposed equation, the nonlinear relationship between shear strength, saturation degree, volumetric water content, and matric suction are observed.
{"title":"An analytical model for predicting the shear strength of unsaturated soils","authors":"T. Pham, M. Sutman","doi":"10.1680/jgeen.21.00135","DOIUrl":"https://doi.org/10.1680/jgeen.21.00135","url":null,"abstract":"The prediction of shear strength for unsaturated soils remains to be a significant challenge due to their complex multi-phase nature. In this paper, a review of prior experimental studies is firstly carried out to present important pieces of evidence, limitations, and some design considerations. Next, an overview of the existing shear strength equations is summarized with a brief discussion. Then, a micromechanical model with stress equilibrium conditions and multi-phase interaction considerations is presented to provide a new equation for predicting the shear strength of unsaturated soils. The validity of the proposed model is examined for several published shear strength data of different soil types. It is observed that the shear strength predicted by the analytical model is in good agreement with the experimental data, and get high performance compared to the existing models. The evaluation of the outcomes with two criteria, using average relative error and the normalized sum of squared error, proved the effectiveness and validity of the proposed equation. Using the proposed equation, the nonlinear relationship between shear strength, saturation degree, volumetric water content, and matric suction are observed.","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2022-01-05","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"78393069","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
A new, simple, and practical method to investigate the response of torsionally loaded piles on homogeneous or non-homogeneous multi-layered elastic soil is developed. The soil non-homogeneity is accounted for by assuming for each layer a shear modulus distribution that fits a quadratic function. The analysis of piles in multi-layered soil is carried out by subdividing the pile, at the soil-soil layer and soil-air interfaces, into multiple elements, and then using conventional matrix methods -such as those commonly implemented in structural analysis- to connect them. The governing differential equation (GDE) of an individual structural element is solved using the Differential Transformation Method (DTM). Next, the stiffness matrix is derived by applying compatibility conditions at the ends of the element. Piles partially or fully embedded in multiple layers and subjected to torsion can be analyzed in a simple manner with the proposed formulation -a tedious endeavor with other available solutions. Finally, explicit expressions for the coefficients of the matrix are provided. Four examples are presented to show the simplicity, accuracy, and capabilities of the proposed formulation.
{"title":"Stiffness matrix method for analysis of torsionally loaded piles in multi-layered soil","authors":"C. A. Vega-Posada","doi":"10.1680/jgeen.21.00140","DOIUrl":"https://doi.org/10.1680/jgeen.21.00140","url":null,"abstract":"A new, simple, and practical method to investigate the response of torsionally loaded piles on homogeneous or non-homogeneous multi-layered elastic soil is developed. The soil non-homogeneity is accounted for by assuming for each layer a shear modulus distribution that fits a quadratic function. The analysis of piles in multi-layered soil is carried out by subdividing the pile, at the soil-soil layer and soil-air interfaces, into multiple elements, and then using conventional matrix methods -such as those commonly implemented in structural analysis- to connect them. The governing differential equation (GDE) of an individual structural element is solved using the Differential Transformation Method (DTM). Next, the stiffness matrix is derived by applying compatibility conditions at the ends of the element. Piles partially or fully embedded in multiple layers and subjected to torsion can be analyzed in a simple manner with the proposed formulation -a tedious endeavor with other available solutions. Finally, explicit expressions for the coefficients of the matrix are provided. Four examples are presented to show the simplicity, accuracy, and capabilities of the proposed formulation.","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2021-12-08","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"82193703","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
{"title":"Geostatic stress in oilsand tailings","authors":"D. Shuttle, Scott Martens, M. Jefferies","doi":"10.1680/jgeen.21.00114","DOIUrl":"https://doi.org/10.1680/jgeen.21.00114","url":null,"abstract":"","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2021-11-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"89961151","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
{"title":"Discrete Element Modeling of Underground Tunnel Response to Reverse Fault Rupture in Sand","authors":"Ronak Mehrabi, M. Baziar, A. Nabizadeh, W. Hung","doi":"10.1680/jgeen.21.00134","DOIUrl":"https://doi.org/10.1680/jgeen.21.00134","url":null,"abstract":"","PeriodicalId":54572,"journal":{"name":"Proceedings of the Institution of Civil Engineers-Geotechnical Engineering","volume":null,"pages":null},"PeriodicalIF":2.2,"publicationDate":"2021-10-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"85464128","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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