Pub Date : 2022-06-23DOI: 10.1080/19386362.2022.2090695
Anumita Mishra, N. Patra
ABSTRACT This study utilizes a nonlinear three-parameter viscoelastic model (a nonlinear spring in series with a Kelvin-Voigt element) to study the time-dependent creep behaviour in a single pile and group of piles. The method is based on modified Mindlin’s approach; and Laplace transforms have been utilized to simplify the viscoelastic problem into an equivalent elastic problem. The soil nonlinearity has been modelled by using a hyperbolic stress-strain relationship. The effects of parameters such as pile spacing, slenderness ratio and pile load factor on shear stress distribution, displacement of pile elements relative to the pile head, effects of enlargement of the pile base and interaction factors have been evaluated. The ratio of interaction factor for immediate and creep settlement is in the range of 0.4−0.9 for various pile groups. Since this study incorporates soil nonlinearity, the interaction factors increase by about 6%−10% when the pile load factor increases from 0.5 to 1.
{"title":"Creep settlement analysis of pile foundations using viscoelastic model by incorporating nonlinear soil behaviour","authors":"Anumita Mishra, N. Patra","doi":"10.1080/19386362.2022.2090695","DOIUrl":"https://doi.org/10.1080/19386362.2022.2090695","url":null,"abstract":"ABSTRACT This study utilizes a nonlinear three-parameter viscoelastic model (a nonlinear spring in series with a Kelvin-Voigt element) to study the time-dependent creep behaviour in a single pile and group of piles. The method is based on modified Mindlin’s approach; and Laplace transforms have been utilized to simplify the viscoelastic problem into an equivalent elastic problem. The soil nonlinearity has been modelled by using a hyperbolic stress-strain relationship. The effects of parameters such as pile spacing, slenderness ratio and pile load factor on shear stress distribution, displacement of pile elements relative to the pile head, effects of enlargement of the pile base and interaction factors have been evaluated. The ratio of interaction factor for immediate and creep settlement is in the range of 0.4−0.9 for various pile groups. Since this study incorporates soil nonlinearity, the interaction factors increase by about 6%−10% when the pile load factor increases from 0.5 to 1.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1234 - 1252"},"PeriodicalIF":1.9,"publicationDate":"2022-06-23","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44473761","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 : 2022-06-20DOI: 10.1080/19386362.2022.2090697
M. A. Idris
ABSTRACT Assessment of slope stability of abandoned laterite borrow pits in residential areas is highly desirable as the consequence of its failure could be fatal. This study applied artificial neural network (ANN) to conduct probabilistic slope stability assessments of the borrow pits. To determine the corresponding factor of safety (FOS), random shear strength parameters, slope geometry, structure load on the slope and structure distance from the slope crest were used as inputs in finite-difference numerical simulations. The FOS was combined with ANN techniques to derive a mathematical model for predicting the failure probability. The effects of variability of soil shear strength parameters and cross-correlation between the parameters on the probability of slope failure were examined. Results showed that the performance level of the pit slopes was hazardous. Variability in shear strength parameters significantly influenced the slope stability, while negative correlation coefficients between the parameters reduced the probability of the slope failure.
{"title":"Probabilistic slope stability assessment of laterite borrow pit using artificial neural network","authors":"M. A. Idris","doi":"10.1080/19386362.2022.2090697","DOIUrl":"https://doi.org/10.1080/19386362.2022.2090697","url":null,"abstract":"ABSTRACT Assessment of slope stability of abandoned laterite borrow pits in residential areas is highly desirable as the consequence of its failure could be fatal. This study applied artificial neural network (ANN) to conduct probabilistic slope stability assessments of the borrow pits. To determine the corresponding factor of safety (FOS), random shear strength parameters, slope geometry, structure load on the slope and structure distance from the slope crest were used as inputs in finite-difference numerical simulations. The FOS was combined with ANN techniques to derive a mathematical model for predicting the failure probability. The effects of variability of soil shear strength parameters and cross-correlation between the parameters on the probability of slope failure were examined. Results showed that the performance level of the pit slopes was hazardous. Variability in shear strength parameters significantly influenced the slope stability, while negative correlation coefficients between the parameters reduced the probability of the slope failure.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1152 - 1164"},"PeriodicalIF":1.9,"publicationDate":"2022-06-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49630278","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 : 2022-05-26DOI: 10.1080/19386362.2022.2080946
Mohammad Eskandarighadi, F. Yarmohammadi, R. Rafiee-Dehkharghani
ABSTRACT Vibrations generated from rotary machines can cause problems to the nearby buildings and their residents. Screening the generated waves using barriers is a common solution for mitigating these vibrations. This paper presents a coupled finite element-genetic algorithm methodology to study the efficiency of scattered barriers to alleviate the surface vibrations of machine foundations by focusing on their installation pattern. Additionally, the effect of other parameters including loading frequency of the machine, barrier material, soil layering, and so on is also investigated. The efficacy of these barriers is also compared to the vertical concrete walls, which are easier to be placed in the soil. The results of the analyses showed that using a soft material for the barrier instead of concrete can double the mitigation capacity of the system. Additionally, passive isolation was shown to be the best approach with up to about 27% and 28% vibration reduction in homogeneous and layered soil profiles, respectively. Furthermore, by proper placement, scattered barriers can reduce the vibrations by more than twice as much as the vertical columns. Finally, the optimal pattern at higher frequencies (i.e. 51–60 Hz) was shown to be 10 times as effective as the one at lower frequencies (i.e. 1–10 Hz).
{"title":"Vibration isolation of machine foundations by topology optimization of wave barriers","authors":"Mohammad Eskandarighadi, F. Yarmohammadi, R. Rafiee-Dehkharghani","doi":"10.1080/19386362.2022.2080946","DOIUrl":"https://doi.org/10.1080/19386362.2022.2080946","url":null,"abstract":"ABSTRACT Vibrations generated from rotary machines can cause problems to the nearby buildings and their residents. Screening the generated waves using barriers is a common solution for mitigating these vibrations. This paper presents a coupled finite element-genetic algorithm methodology to study the efficiency of scattered barriers to alleviate the surface vibrations of machine foundations by focusing on their installation pattern. Additionally, the effect of other parameters including loading frequency of the machine, barrier material, soil layering, and so on is also investigated. The efficacy of these barriers is also compared to the vertical concrete walls, which are easier to be placed in the soil. The results of the analyses showed that using a soft material for the barrier instead of concrete can double the mitigation capacity of the system. Additionally, passive isolation was shown to be the best approach with up to about 27% and 28% vibration reduction in homogeneous and layered soil profiles, respectively. Furthermore, by proper placement, scattered barriers can reduce the vibrations by more than twice as much as the vertical columns. Finally, the optimal pattern at higher frequencies (i.e. 51–60 Hz) was shown to be 10 times as effective as the one at lower frequencies (i.e. 1–10 Hz).","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"159 s1","pages":"1000 - 1012"},"PeriodicalIF":1.9,"publicationDate":"2022-05-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41259157","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 : 2022-05-26DOI: 10.1080/19386362.2022.2080962
J. Chavda, G. Dodagoudar
ABSTRACT Open caissons are massive foundations sunk to the required depth by excavating the soil in contact with the cutting edge of the caisson through the annular space of the shaft. The sinking of caisson initiates when the soil in contact with the cutting edge fails in bearing. The evaluation of bearing capacity of the cutting edge helps in proper planning of the excavation strategy, analysis and design of caissons. In the present study, the bearing capacity factors for the cutting face of open caisson are evaluated using finite element method for different configurations of the cutting edge, properties of the soil and depth of sinking. The cutting edge with varying radii ratio (ri /ro = 0.35 to 0.95) and different cutting angles (β = 30° and 45°) is considered. The Mohr–Coulomb model with non-associated flow rule is used in the two-dimensional finite element (FE) analysis. The bearing capacity factors for the cutting face of the open caisson are evaluated for different friction angles of the soil (ϕ = 5° to 35°). The depth of sinking is accounted for in the FE analysis by considering the soil present above the base of the cutting edge as surcharge. The present FE results are compared with the results available in the literature and presented in the form of ready-to-use charts and tables for design purposes.
{"title":"Finite element evaluation of bearing capacity factors for cutting face of open caissons","authors":"J. Chavda, G. Dodagoudar","doi":"10.1080/19386362.2022.2080962","DOIUrl":"https://doi.org/10.1080/19386362.2022.2080962","url":null,"abstract":"ABSTRACT Open caissons are massive foundations sunk to the required depth by excavating the soil in contact with the cutting edge of the caisson through the annular space of the shaft. The sinking of caisson initiates when the soil in contact with the cutting edge fails in bearing. The evaluation of bearing capacity of the cutting edge helps in proper planning of the excavation strategy, analysis and design of caissons. In the present study, the bearing capacity factors for the cutting face of open caisson are evaluated using finite element method for different configurations of the cutting edge, properties of the soil and depth of sinking. The cutting edge with varying radii ratio (ri /ro = 0.35 to 0.95) and different cutting angles (β = 30° and 45°) is considered. The Mohr–Coulomb model with non-associated flow rule is used in the two-dimensional finite element (FE) analysis. The bearing capacity factors for the cutting face of the open caisson are evaluated for different friction angles of the soil (ϕ = 5° to 35°). The depth of sinking is accounted for in the FE analysis by considering the soil present above the base of the cutting edge as surcharge. The present FE results are compared with the results available in the literature and presented in the form of ready-to-use charts and tables for design purposes.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"951 - 961"},"PeriodicalIF":1.9,"publicationDate":"2022-05-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"42251220","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 : 2022-05-02DOI: 10.1080/19386362.2022.2065954
Divya P.V, V. S.
ABSTRACT The scarcity and fast depletion of granular materials necessitated to find alternative backfill materials in MSE walls. In the present study, application of construction and demolition waste (CDW) as a backfill for MSE walls was investigated. The physical, chemical, hydraulic and mechanical properties of CDW were found to meet the requirements of ideal backfills mandated by various design standards of MSE walls. At the end of construction, maximum facing deformation was at lower one-third height of the wall for MSE wall resting on a firm foundation. Influence of yielding foundation on the performance of MSE wall was also studied by varying the distortion levels to 0.2, 0.4 and 0.6. At the onset of differential settlements, the location of maximum facing deformation changed to the bottom of the wall. The maximum facing deformation and axial strain increased by 15 times and 2.5% respectively, when the wall underwent a distortion of 0.6.
{"title":"Performance of MSE walls with sustainable backfills subjected to differential settlements","authors":"Divya P.V, V. S.","doi":"10.1080/19386362.2022.2065954","DOIUrl":"https://doi.org/10.1080/19386362.2022.2065954","url":null,"abstract":"ABSTRACT The scarcity and fast depletion of granular materials necessitated to find alternative backfill materials in MSE walls. In the present study, application of construction and demolition waste (CDW) as a backfill for MSE walls was investigated. The physical, chemical, hydraulic and mechanical properties of CDW were found to meet the requirements of ideal backfills mandated by various design standards of MSE walls. At the end of construction, maximum facing deformation was at lower one-third height of the wall for MSE wall resting on a firm foundation. Influence of yielding foundation on the performance of MSE wall was also studied by varying the distortion levels to 0.2, 0.4 and 0.6. At the onset of differential settlements, the location of maximum facing deformation changed to the bottom of the wall. The maximum facing deformation and axial strain increased by 15 times and 2.5% respectively, when the wall underwent a distortion of 0.6.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1116 - 1131"},"PeriodicalIF":1.9,"publicationDate":"2022-05-02","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"42873768","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 : 2022-04-26DOI: 10.1080/19386362.2022.2069375
E. Leong
The book, Unsaturated Soil Mechanics with Probability and Statistics, is a crisp distillation of Prof. Kitamura’s lifelong research on unsaturated soils. Co-authored with his former doctoral student, Kazunari Sako, they managed to condense more than 40 years of research work into a book of about 170 pages. The book is divided into 11 chapters. A brief background on the development of classical and unsaturated soil mechanics, and a summary of the book are given in the introduction. The authors pointed out that the approach adopted in the book is an extension of the approaches of Mogami (1965, 1967) and Murayama (1964, 1990). More specifically, probability theory was used to deal with the change in particulate soil structure of coarse-grained soil instead of the usual continuum mechanics. Having set the book in perspective, a review of probability theory and statistics is provided in Chapter 2. This is a very useful chapter as the relevant probability theory and statistics are introduced to ease the reader into the mathematics that are found throughout the rest of the book. Chapter 3 gives a brief account of the macroscopic physical quantities of soils and then starts to build microscopic models using probability distribution to give the particulate soil structure and pore structure in soil. Chapter 4 then looks at how the microscopic physical quantities of number of particles per unit volume, characteristic length, number of contact points per unit volume and unit area, and demonstrates how these microscopic quantities are calculated for simple cubic packing of spheres. The forces and stresses at the contact point between soil particles are described in Chapter 5. Seepage and capillary rise are also described in Chapter 5. Chapter 6 introduces the concept of elementary particulate model (EPM) to model the pore water retention. The explanation of the ink-bottle model schematically and mathematically provides an interesting alternate view of hysteresis in the soil-water retention curve. Chapter 7 derives the unsaturated and saturated coefficients of permeability using the EPM and pore size distribution. Chapter 8 provides some guidance for obtaining friction angle, shear stress on the potential slip plane, apparent cohesion due to suction and a self-weight retaining height using the concepts presented in the earlier chapters. This is then followed by some brief description of their applications to bearing capacity, earth pressure and slope stability. Chapter 9 looks at the deformation behaviour from the microscopic model’s view. This chapter proves challenging to read as it suggests that during deformation the angles at the contact points may change, appear, and disappear. This is then extended to the potential slip plane to estimate the change in contact angle with the change in stress state during deformation using probability theory (Markov process). Chapter 10 illustrates how soil-water characteristic curves, self-weight retaining height and per
{"title":"Unsaturated soil mechanics with probability and statistics","authors":"E. Leong","doi":"10.1080/19386362.2022.2069375","DOIUrl":"https://doi.org/10.1080/19386362.2022.2069375","url":null,"abstract":"The book, Unsaturated Soil Mechanics with Probability and Statistics, is a crisp distillation of Prof. Kitamura’s lifelong research on unsaturated soils. Co-authored with his former doctoral student, Kazunari Sako, they managed to condense more than 40 years of research work into a book of about 170 pages. The book is divided into 11 chapters. A brief background on the development of classical and unsaturated soil mechanics, and a summary of the book are given in the introduction. The authors pointed out that the approach adopted in the book is an extension of the approaches of Mogami (1965, 1967) and Murayama (1964, 1990). More specifically, probability theory was used to deal with the change in particulate soil structure of coarse-grained soil instead of the usual continuum mechanics. Having set the book in perspective, a review of probability theory and statistics is provided in Chapter 2. This is a very useful chapter as the relevant probability theory and statistics are introduced to ease the reader into the mathematics that are found throughout the rest of the book. Chapter 3 gives a brief account of the macroscopic physical quantities of soils and then starts to build microscopic models using probability distribution to give the particulate soil structure and pore structure in soil. Chapter 4 then looks at how the microscopic physical quantities of number of particles per unit volume, characteristic length, number of contact points per unit volume and unit area, and demonstrates how these microscopic quantities are calculated for simple cubic packing of spheres. The forces and stresses at the contact point between soil particles are described in Chapter 5. Seepage and capillary rise are also described in Chapter 5. Chapter 6 introduces the concept of elementary particulate model (EPM) to model the pore water retention. The explanation of the ink-bottle model schematically and mathematically provides an interesting alternate view of hysteresis in the soil-water retention curve. Chapter 7 derives the unsaturated and saturated coefficients of permeability using the EPM and pore size distribution. Chapter 8 provides some guidance for obtaining friction angle, shear stress on the potential slip plane, apparent cohesion due to suction and a self-weight retaining height using the concepts presented in the earlier chapters. This is then followed by some brief description of their applications to bearing capacity, earth pressure and slope stability. Chapter 9 looks at the deformation behaviour from the microscopic model’s view. This chapter proves challenging to read as it suggests that during deformation the angles at the contact points may change, appear, and disappear. This is then extended to the potential slip plane to estimate the change in contact angle with the change in stress state during deformation using probability theory (Markov process). Chapter 10 illustrates how soil-water characteristic curves, self-weight retaining height and per","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"786 - 786"},"PeriodicalIF":1.9,"publicationDate":"2022-04-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49485416","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 : 2022-04-20DOI: 10.1080/19386362.2022.2066049
V. L. Gayathri, P. Vangla, Anilkumar Riya
ABSTRACT The interface shear responses of soils and 3D printed continuum surfaces with patterns inspired by three distinctive snake-scale morphologies are studied. Interface shear tests are conducted under low normal stresses in cranial (where soil shears against the scales) and caudal (where soil shears along with the scales) directions. The experiments show that the snakeskin-inspired surfaces with different heights and shapes of the scales exhibit different shear responses and mobilize frictional anisotropy (difference in peak interface friction angles) in the range of 3–9 degrees. In the cranial direction, all the snakeskin-inspired patterns mobilize the peak internal friction angle of the neighbouring soil at the interface after a critical normalized roughness of the surfaces. Further, the snakeskin-inspired patterns exhibit significant strain-softening behaviour in comparison to an unpatterned surface. Rounded soil particles exhibit a lower frictional resistance and stick-slip phenomenon in the post-peak interface shear response, unlike angular soil particles.
{"title":"Effect of snakeskin-inspired patterns on the shear response of soil - continuum interfaces","authors":"V. L. Gayathri, P. Vangla, Anilkumar Riya","doi":"10.1080/19386362.2022.2066049","DOIUrl":"https://doi.org/10.1080/19386362.2022.2066049","url":null,"abstract":"ABSTRACT The interface shear responses of soils and 3D printed continuum surfaces with patterns inspired by three distinctive snake-scale morphologies are studied. Interface shear tests are conducted under low normal stresses in cranial (where soil shears against the scales) and caudal (where soil shears along with the scales) directions. The experiments show that the snakeskin-inspired surfaces with different heights and shapes of the scales exhibit different shear responses and mobilize frictional anisotropy (difference in peak interface friction angles) in the range of 3–9 degrees. In the cranial direction, all the snakeskin-inspired patterns mobilize the peak internal friction angle of the neighbouring soil at the interface after a critical normalized roughness of the surfaces. Further, the snakeskin-inspired patterns exhibit significant strain-softening behaviour in comparison to an unpatterned surface. Rounded soil particles exhibit a lower frictional resistance and stick-slip phenomenon in the post-peak interface shear response, unlike angular soil particles.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"759 - 775"},"PeriodicalIF":1.9,"publicationDate":"2022-04-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41422201","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 : 2022-04-15DOI: 10.1080/19386362.2022.2062154
Alpha Lukose, S. Thiyyakkandi
ABSTRACT Pressure-grouted soil nailing has been extensively used as a soil stabilization technique in transportation infrastructure projects, wherein resistance against pull-out failure is offered by shear resistance mobilized along the nail–soil interface. However, the different stages of soil nail installation significantly alter the soil properties and residual normal stress at the grout-soil interface and thereby the maximum pull-out shear stress. This article presents a computational procedure to predict the maximum pull-out shear stress of pressure-grouted soil nails in sand, incorporating the variation in soil properties and stresses throughout the installation processes and loading. The procedure is formulated within the framework of cavity expansion-contraction solutions as the entire installation and testing phases resemble either expansion or contraction of a cylindrical cavity. The proposed approach was validated using grouting and pull-out test data of soil nails in sand. The influence of various parameters on pull-out shear stress has also been examined.
{"title":"Computation of pull-out resistance of pressure-grouted soil nails in sand using cavity expansion and contraction solutions","authors":"Alpha Lukose, S. Thiyyakkandi","doi":"10.1080/19386362.2022.2062154","DOIUrl":"https://doi.org/10.1080/19386362.2022.2062154","url":null,"abstract":"ABSTRACT Pressure-grouted soil nailing has been extensively used as a soil stabilization technique in transportation infrastructure projects, wherein resistance against pull-out failure is offered by shear resistance mobilized along the nail–soil interface. However, the different stages of soil nail installation significantly alter the soil properties and residual normal stress at the grout-soil interface and thereby the maximum pull-out shear stress. This article presents a computational procedure to predict the maximum pull-out shear stress of pressure-grouted soil nails in sand, incorporating the variation in soil properties and stresses throughout the installation processes and loading. The procedure is formulated within the framework of cavity expansion-contraction solutions as the entire installation and testing phases resemble either expansion or contraction of a cylindrical cavity. The proposed approach was validated using grouting and pull-out test data of soil nails in sand. The influence of various parameters on pull-out shear stress has also been examined.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1068 - 1082"},"PeriodicalIF":1.9,"publicationDate":"2022-04-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49142069","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 : 2022-03-17DOI: 10.1080/19386362.2022.2049048
Kausar Alam, Naveel Islam, Zoynul Abedin, M. Islam, R. Dey, A. Valsangkar
ABSTRACT In the present study, simplified sample preparation and testing methodology are proposed for reconstituted clay that can predict the strength and deformation behavior of its in-situ state with minimal sample preparation disturbances. Reconstituted clay specimen was prepared in designed mould for each disturbed sample. Later, predetermined proportions of admixtures were mixed to vary the liquid limits. The test results showed that the change in compression index is directly proportional to the change in the liquid limit, moisture content, and the initial void ratio of the soil samples. However, the change in angle of internal friction was inversely proportional to the liquid limit, plasticity index, and clay fraction percentage. Scanning electron microscopy tests provided in-depth insight on the comparable pore and clay flake sizes. The proposed empirical relationships from the test results could reasonably estimate the compressibility and shear strength behavior of the in-situ clay soil from the basic index properties.
{"title":"Prediction of compressibility and shear strength behaviour of in-situ cohesive soil from reconstituted clay","authors":"Kausar Alam, Naveel Islam, Zoynul Abedin, M. Islam, R. Dey, A. Valsangkar","doi":"10.1080/19386362.2022.2049048","DOIUrl":"https://doi.org/10.1080/19386362.2022.2049048","url":null,"abstract":"ABSTRACT In the present study, simplified sample preparation and testing methodology are proposed for reconstituted clay that can predict the strength and deformation behavior of its in-situ state with minimal sample preparation disturbances. Reconstituted clay specimen was prepared in designed mould for each disturbed sample. Later, predetermined proportions of admixtures were mixed to vary the liquid limits. The test results showed that the change in compression index is directly proportional to the change in the liquid limit, moisture content, and the initial void ratio of the soil samples. However, the change in angle of internal friction was inversely proportional to the liquid limit, plasticity index, and clay fraction percentage. Scanning electron microscopy tests provided in-depth insight on the comparable pore and clay flake sizes. The proposed empirical relationships from the test results could reasonably estimate the compressibility and shear strength behavior of the in-situ clay soil from the basic index properties.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"655 - 669"},"PeriodicalIF":1.9,"publicationDate":"2022-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49393812","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 : 2022-03-13DOI: 10.1080/19386362.2022.2049524
Nadeem Gul, B. Mir
ABSTRACT A comprehensive experimental programme was undertaken to study the parametric effect on mechanical behaviour of fine-grained soils by inclusion of glass fibres. The behaviour of both unreinforced and reinforced soil specimens under uni-axial compression was systematically investigated corresponding to fibre length, fibre content, soil density, moisture content and loading rate. The unconfined compression strength test (UCS) results confirmed the reliance of UCS improvement index ( ) on the selected parameters. For 18 mm fibre length and 0.9% fibre content, UCS improvement index of 71.68% was observed. The interface morphologies were studied by analysing the failure patterns and microstructural mechanisms through scanning electron microscopy. Artificial neural network (ANN) was used to develop an estimation model of the relationship between soil strength and different reinforcement parameters. This study is expected to help in better understanding of mechanical behaviour of FRS and its subsequent application in the field.
{"title":"Parametric study of glass fiber reinforced fine-grained soil with emphasis on microstructural analysis","authors":"Nadeem Gul, B. Mir","doi":"10.1080/19386362.2022.2049524","DOIUrl":"https://doi.org/10.1080/19386362.2022.2049524","url":null,"abstract":"ABSTRACT A comprehensive experimental programme was undertaken to study the parametric effect on mechanical behaviour of fine-grained soils by inclusion of glass fibres. The behaviour of both unreinforced and reinforced soil specimens under uni-axial compression was systematically investigated corresponding to fibre length, fibre content, soil density, moisture content and loading rate. The unconfined compression strength test (UCS) results confirmed the reliance of UCS improvement index ( ) on the selected parameters. For 18 mm fibre length and 0.9% fibre content, UCS improvement index of 71.68% was observed. The interface morphologies were studied by analysing the failure patterns and microstructural mechanisms through scanning electron microscopy. Artificial neural network (ANN) was used to develop an estimation model of the relationship between soil strength and different reinforcement parameters. This study is expected to help in better understanding of mechanical behaviour of FRS and its subsequent application in the field.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"716 - 728"},"PeriodicalIF":1.9,"publicationDate":"2022-03-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49263412","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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