Pub Date : 2023-02-07DOI: 10.1080/19386362.2023.2213011
{"title":"Obituary Braja M. Das (1941-2023)","authors":"","doi":"10.1080/19386362.2023.2213011","DOIUrl":"https://doi.org/10.1080/19386362.2023.2213011","url":null,"abstract":"","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"107 - 107"},"PeriodicalIF":1.9,"publicationDate":"2023-02-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43854281","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-02-07DOI: 10.1080/19386362.2023.2182967
M. Elsawy, Abderrahim Lakhouit
ABSTRACT The aim of the present research is to improve the mechanical characteristics of a continental collapsible Sabkha soil using eco-friendly lime content under structures. The experimental portion is performed on both treated and untreated saturated collapsible soil, focusing on compaction characteristics, collapse potential, shear strength, and California bearing ratio (CBR). Full-scale three-dimensional numerical models are built for a footing that rests on untreated and treated collapsible soil with different lime contents under immersion conditions. The results indicate that increasing lime in collapsible soil causes incremental improvements in the maximum dry density. Furthermore, lime stabilization effectively reduces the collapse potential of the studied soil, while increasing lime content in the soil leads to a greater reduction in the collapse potential, with a 20% lime content completely resolving the collapse problem. Increases in lime content also contribute to important increments in shear strength parameters and CBR values. Moreover, the shear strength of the stabilized soil with 20% lime increases to more than six times that of the untreated soil. The improvement in the mechanical properties of the stabilized soil is found to persist over time. Numerical analyses results also show that lime stabilization significantly increases the allowable bearing capacity of the soil. Consequently, the stabilized soil with 20% lime content increases the allowable bearing capacity to more than seven times that of the untreated soil, effectively reducing settlement of the footing.
{"title":"Enhancing mechanical characteristics of a collapsible sandy Sabkha soil using an eco-friendly admixture: An experimental and numerical study","authors":"M. Elsawy, Abderrahim Lakhouit","doi":"10.1080/19386362.2023.2182967","DOIUrl":"https://doi.org/10.1080/19386362.2023.2182967","url":null,"abstract":"ABSTRACT The aim of the present research is to improve the mechanical characteristics of a continental collapsible Sabkha soil using eco-friendly lime content under structures. The experimental portion is performed on both treated and untreated saturated collapsible soil, focusing on compaction characteristics, collapse potential, shear strength, and California bearing ratio (CBR). Full-scale three-dimensional numerical models are built for a footing that rests on untreated and treated collapsible soil with different lime contents under immersion conditions. The results indicate that increasing lime in collapsible soil causes incremental improvements in the maximum dry density. Furthermore, lime stabilization effectively reduces the collapse potential of the studied soil, while increasing lime content in the soil leads to a greater reduction in the collapse potential, with a 20% lime content completely resolving the collapse problem. Increases in lime content also contribute to important increments in shear strength parameters and CBR values. Moreover, the shear strength of the stabilized soil with 20% lime increases to more than six times that of the untreated soil. The improvement in the mechanical properties of the stabilized soil is found to persist over time. Numerical analyses results also show that lime stabilization significantly increases the allowable bearing capacity of the soil. Consequently, the stabilized soil with 20% lime content increases the allowable bearing capacity to more than seven times that of the untreated soil, effectively reducing settlement of the footing.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"124 - 139"},"PeriodicalIF":1.9,"publicationDate":"2023-02-07","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41794631","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-02-02DOI: 10.1080/19386362.2023.2172260
M. Azhar, Somenath Mondal, D. Singh, Akhileshwar Singh
ABSTRACT Safe, proper design and installation of several thermo-active structures necessitate establishing zone of extent of heat migration in soil mass. This zone is termed as ‘zone of influence’, ZOI, and its determination is imperative to avoid unwanted situations, which could be threat to the surrounding structures. This is where in-situ monitoring of the temperatures in the near- and far-field would be quite prudent, however would be an expensive exercise. Therefore, COMSOL Multiphysics® was employed to determine the ZOI. Nevertheless, the relative efficiency of these tools in yielding the ZOI remains a big question, and requires results from experiments to validate. Hence, an attempt was made in this study to establish the ZOI of cylindrical heat source, which replicates geothermal energy pile in dry sands, by adopting novel experimental methodology. ZOI has been established for cylindrical heat source experimentally and numerically. Furthermore, unique mathematical equation has been developed by using regression analysis.
{"title":"Establishing zone of influence (ZOI) for cylindrical heat source in dry sand","authors":"M. Azhar, Somenath Mondal, D. Singh, Akhileshwar Singh","doi":"10.1080/19386362.2023.2172260","DOIUrl":"https://doi.org/10.1080/19386362.2023.2172260","url":null,"abstract":"ABSTRACT Safe, proper design and installation of several thermo-active structures necessitate establishing zone of extent of heat migration in soil mass. This zone is termed as ‘zone of influence’, ZOI, and its determination is imperative to avoid unwanted situations, which could be threat to the surrounding structures. This is where in-situ monitoring of the temperatures in the near- and far-field would be quite prudent, however would be an expensive exercise. Therefore, COMSOL Multiphysics® was employed to determine the ZOI. Nevertheless, the relative efficiency of these tools in yielding the ZOI remains a big question, and requires results from experiments to validate. Hence, an attempt was made in this study to establish the ZOI of cylindrical heat source, which replicates geothermal energy pile in dry sands, by adopting novel experimental methodology. ZOI has been established for cylindrical heat source experimentally and numerically. Furthermore, unique mathematical equation has been developed by using regression analysis.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"151 - 161"},"PeriodicalIF":1.9,"publicationDate":"2023-02-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45032829","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-01-02DOI: 10.1080/19386362.2023.2165893
Daniel Alejandro Carvajal-Cardenas, C. Lozada
ABSTRACT Desiccation in soils leads to a loss of water content, increasing soil suction, which in turn, leads to higher shear strength. Drying paths in soils are produced by water uptake by plants or by evaporation due to extreme seasonal changes. This study presents the results of geotechnical centrifuge tests on the effect of water content on deformations and on the failure mechanism of a slope in fine soil. The failure mechanism and the resulting displacements obtained in the experiments were determined using image analysis using the GeoPIV_RG software. The results show a significant effect of soil suction on the failure mechanism. For saturated soils, the slope suffers an abrupt failure mechanism due to shear strength, while for partially saturated soils, this mechanism is modified and the magnitude of deformations diminishes as soil suction increases. Meanwhile, the size of the traction crack decreases as suction levels increase due to the increase in tensile strength produced by the loss of water content.
{"title":"Physical modeling of desiccated slopes in fine soil using a geotechnical centrifuge","authors":"Daniel Alejandro Carvajal-Cardenas, C. Lozada","doi":"10.1080/19386362.2023.2165893","DOIUrl":"https://doi.org/10.1080/19386362.2023.2165893","url":null,"abstract":"ABSTRACT Desiccation in soils leads to a loss of water content, increasing soil suction, which in turn, leads to higher shear strength. Drying paths in soils are produced by water uptake by plants or by evaporation due to extreme seasonal changes. This study presents the results of geotechnical centrifuge tests on the effect of water content on deformations and on the failure mechanism of a slope in fine soil. The failure mechanism and the resulting displacements obtained in the experiments were determined using image analysis using the GeoPIV_RG software. The results show a significant effect of soil suction on the failure mechanism. For saturated soils, the slope suffers an abrupt failure mechanism due to shear strength, while for partially saturated soils, this mechanism is modified and the magnitude of deformations diminishes as soil suction increases. Meanwhile, the size of the traction crack decreases as suction levels increase due to the increase in tensile strength produced by the loss of water content.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"2 - 9"},"PeriodicalIF":1.9,"publicationDate":"2023-01-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43661115","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2023-01-01DOI: 10.37591/joge.v10i1.6928
R. Samal, Debabrata Giri
{"title":"Understanding the Structural Stability of the Tehri Dam: A Comprehensive Analysis","authors":"R. Samal, Debabrata Giri","doi":"10.37591/joge.v10i1.6928","DOIUrl":"https://doi.org/10.37591/joge.v10i1.6928","url":null,"abstract":"","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"119 1","pages":""},"PeriodicalIF":1.9,"publicationDate":"2023-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"77461609","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2022-12-14DOI: 10.1080/19386362.2022.2154921
Kirtika Samanta, P. Maheshwari
ABSTRACT This investigation reports analysis of foundations to study its time-displacement response with due consideration to hardening and softening behaviour under combined harmonic and pulse loadings. Based on time of application of pulse loading to foundation and the occurrence of maximum deflection, two cases of analysis are considered and solutions are obtained for underdamped system using semi-analytical approach. The influence of combined action of two different loading is studied. Detailed parametric study is carried out to understand the influence of parameters such as mass of machine-foundation system, ratio of plastic to elastic stiffnesses, damping, frequency ratio and, resistance of soil on time-displacement history of system. Maximum displacement of the system increases to the extent of 48% with 22% increase in initial pulse load magnitude. Damping, mass and stiffness of SDOF system affected the response significantly. Results showed interaction due to combined action of harmonic and pulse loading should not be neglected.
{"title":"Influence of harmonic and pulse excitations on response of foundations","authors":"Kirtika Samanta, P. Maheshwari","doi":"10.1080/19386362.2022.2154921","DOIUrl":"https://doi.org/10.1080/19386362.2022.2154921","url":null,"abstract":"ABSTRACT This investigation reports analysis of foundations to study its time-displacement response with due consideration to hardening and softening behaviour under combined harmonic and pulse loadings. Based on time of application of pulse loading to foundation and the occurrence of maximum deflection, two cases of analysis are considered and solutions are obtained for underdamped system using semi-analytical approach. The influence of combined action of two different loading is studied. Detailed parametric study is carried out to understand the influence of parameters such as mass of machine-foundation system, ratio of plastic to elastic stiffnesses, damping, frequency ratio and, resistance of soil on time-displacement history of system. Maximum displacement of the system increases to the extent of 48% with 22% increase in initial pulse load magnitude. Damping, mass and stiffness of SDOF system affected the response significantly. Results showed interaction due to combined action of harmonic and pulse loading should not be neglected.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"104 ","pages":"40 - 59"},"PeriodicalIF":1.9,"publicationDate":"2022-12-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41277427","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2022-12-12DOI: 10.1080/19386362.2022.2154922
Shuhan Cao, M. Achmus
ABSTRACT For wind energy converters (WECs), the behaviour under cyclic loading is critical to the operation and lifetime, especially because the cyclic load is associated with eccentricity. In various geotechnical design standards, the eccentricity of shallow foundation for WECs is supposed to be limited. In the German geotechnical design standards, it is specifically required that no gapping shall occur under quasi-static eccentric load. This verification is often decisive in practical design and leads to potential over-dimensioning. The one possible favourable effect of limiting the gapping of WECs on non-cohesive subsoils is to limit the accumulation of permanent rotation under cyclic loads indirectly. In this article, the experimental results of cyclic rotation accumulation of shallow foundation on non-cohesive subsoils from literatures and own medium scale tests are discussed. It is shown that the gapping has no direct influence on the rotation accumulation rate, instead it is the load magnitude relative to the bearing capacity of foundation that is decisive to the cyclic rotation accumulation behaviour. Based on these observations, the verification ‘no gapping under quasi-static eccentric load case’ seems dispensable in the design of WEC shallow foundations on non-cohesive subsoils.
{"title":"Bearing behaviour of shallow foundations for wind energy converters on sandy soils under cyclic eccentric loads","authors":"Shuhan Cao, M. Achmus","doi":"10.1080/19386362.2022.2154922","DOIUrl":"https://doi.org/10.1080/19386362.2022.2154922","url":null,"abstract":"ABSTRACT For wind energy converters (WECs), the behaviour under cyclic loading is critical to the operation and lifetime, especially because the cyclic load is associated with eccentricity. In various geotechnical design standards, the eccentricity of shallow foundation for WECs is supposed to be limited. In the German geotechnical design standards, it is specifically required that no gapping shall occur under quasi-static eccentric load. This verification is often decisive in practical design and leads to potential over-dimensioning. The one possible favourable effect of limiting the gapping of WECs on non-cohesive subsoils is to limit the accumulation of permanent rotation under cyclic loads indirectly. In this article, the experimental results of cyclic rotation accumulation of shallow foundation on non-cohesive subsoils from literatures and own medium scale tests are discussed. It is shown that the gapping has no direct influence on the rotation accumulation rate, instead it is the load magnitude relative to the bearing capacity of foundation that is decisive to the cyclic rotation accumulation behaviour. Based on these observations, the verification ‘no gapping under quasi-static eccentric load case’ seems dispensable in the design of WEC shallow foundations on non-cohesive subsoils.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"26 - 39"},"PeriodicalIF":1.9,"publicationDate":"2022-12-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43074082","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2022-11-26DOI: 10.1080/19386362.2021.1997209
T. Pham
ABSTRACT Geosynthetic-reinforced column-supported system is an economic and effective solution to support embankments constructed on soft soils. In this solution, both end-bearing and floating columns are commonly used in practice. For deep soil foundation depths, floating columns are more economical than end-bearing piles. The design of a floating column foundation involves complex soil–structure interactions and there are still no clear uniform guidelines available for the design of embankments supported by floating columns. The main focus of this paper is to present a design method for the geosynthetic-reinforced floating column-supported (GRFCs) embankments. The main features of the proposed method are combining the bearing capacity theory for the floating columns, the arching theory for fill soils, the tensioned membrane theory for the geosynthetic, and considering interaction models between geosynthetic, soil, and piles. Using the proposed method, the influences of the pile geometry, soft clay, geosynthetic, and embankment fills properties were investigated. It was observed that the geosynthetic membrane inclusion enhances the load transfer mechanism and reduces significantly the differential settlements of floating pile-supported embankments. The floating columns with a higher ultimate bearing capacity cause more soil arching. In general, the soil shear strength properties and column geometry (length, diameter, column spacing) have a strong influence on the GRFCs embankment behaviour. Finally, the proposed method is compared with the BS 8006–1 and EBGEO design standards considering several experimental and numerical models to investigate its validity. The results showed that the proposed method is able of very good prediction performance and allows conducting the design optimization of GRFCs embankment.
{"title":"Design and analysis of geosynthetic-reinforced and floating column-supported embankments","authors":"T. Pham","doi":"10.1080/19386362.2021.1997209","DOIUrl":"https://doi.org/10.1080/19386362.2021.1997209","url":null,"abstract":"ABSTRACT Geosynthetic-reinforced column-supported system is an economic and effective solution to support embankments constructed on soft soils. In this solution, both end-bearing and floating columns are commonly used in practice. For deep soil foundation depths, floating columns are more economical than end-bearing piles. The design of a floating column foundation involves complex soil–structure interactions and there are still no clear uniform guidelines available for the design of embankments supported by floating columns. The main focus of this paper is to present a design method for the geosynthetic-reinforced floating column-supported (GRFCs) embankments. The main features of the proposed method are combining the bearing capacity theory for the floating columns, the arching theory for fill soils, the tensioned membrane theory for the geosynthetic, and considering interaction models between geosynthetic, soil, and piles. Using the proposed method, the influences of the pile geometry, soft clay, geosynthetic, and embankment fills properties were investigated. It was observed that the geosynthetic membrane inclusion enhances the load transfer mechanism and reduces significantly the differential settlements of floating pile-supported embankments. The floating columns with a higher ultimate bearing capacity cause more soil arching. In general, the soil shear strength properties and column geometry (length, diameter, column spacing) have a strong influence on the GRFCs embankment behaviour. Finally, the proposed method is compared with the BS 8006–1 and EBGEO design standards considering several experimental and numerical models to investigate its validity. The results showed that the proposed method is able of very good prediction performance and allows conducting the design optimization of GRFCs embankment.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1276 - 1292"},"PeriodicalIF":1.9,"publicationDate":"2022-11-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"59987257","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2022-11-12DOI: 10.1080/19386362.2022.2143613
Islam A. Elkorashi, A. Farouk, Y. Mowafy
ABSTRACT In this study, cubic cogs were mounted on both surfaces of the conventional biaxial soil-reinforcement grid in order to enhance friction and add a new interlock factor. The upgraded grid is known as the Isometric Cubic Cogged Biaxial Grid (ICCB Grid). The testing programme involves carrying out 19 pull-out tests on steel prototypes representing ICCB grids, biaxial grids, and solid plates. Each prototype was employed to reinforce sand and crushed limestone in their very loose state. The results proved that the ICCB Grid significantly enhanced the soil-reinforcement interaction in terms of pull-out resistance, shear resistance, friction angle, and friction factor. Using the ICCB Grid to reinforce sand and crushed limestone improves the pull-out resistance by 150% and 125%, respectively. Additionally, there were 13.52 and 2.23 increases in the friction angle, respectively. The findings also revealed that the added cogs increased the passive resistance by 50% and 25%, respectively as well.
{"title":"A metallic inextensible cubic cogged biaxial grid originated to improve soil reinforcement mechanism","authors":"Islam A. Elkorashi, A. Farouk, Y. Mowafy","doi":"10.1080/19386362.2022.2143613","DOIUrl":"https://doi.org/10.1080/19386362.2022.2143613","url":null,"abstract":"ABSTRACT In this study, cubic cogs were mounted on both surfaces of the conventional biaxial soil-reinforcement grid in order to enhance friction and add a new interlock factor. The upgraded grid is known as the Isometric Cubic Cogged Biaxial Grid (ICCB Grid). The testing programme involves carrying out 19 pull-out tests on steel prototypes representing ICCB grids, biaxial grids, and solid plates. Each prototype was employed to reinforce sand and crushed limestone in their very loose state. The results proved that the ICCB Grid significantly enhanced the soil-reinforcement interaction in terms of pull-out resistance, shear resistance, friction angle, and friction factor. Using the ICCB Grid to reinforce sand and crushed limestone improves the pull-out resistance by 150% and 125%, respectively. Additionally, there were 13.52 and 2.23 increases in the friction angle, respectively. The findings also revealed that the added cogs increased the passive resistance by 50% and 25%, respectively as well.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"17 1","pages":"60 - 73"},"PeriodicalIF":1.9,"publicationDate":"2022-11-12","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41677854","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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