Pub Date : 2022-03-06DOI: 10.1080/19386362.2022.2044102
M. Majumder, Debarghya Chakraborty
ABSTRACT In this study, bearing capacity of under-reamed piles in non-homogeneous clay is estimated numerically. A detailed parametric study is carried out for different length to shaft diameter ratio (Lu /D), bulb position (hb /Du ), under-ream angle (β) and constant m indicating the increase of undrained cohesion, number of bulbs (nb ), bulb spacing (s) and pile–soil adhesion factor (αs ). The bearing capacity of the under-reamed pile is presented through design charts and expressed by a dimensionless factor Ncu. Ncu increases significantly with increases in nb, Lu /D and m and moderately with increases in β and αs . For m > 0, Ncu decreases moderately with the increase in hb /Du . For two bulbs, m > 0, the optimum bulb spacing is found at 1.25–1.75Du . For one bulb, Ncu increases in the range of 67.52–162.84% than the pile without bulb. For two bulbs, Ncu increases in the range of 129.41–250.40% than the pile without bulb.
{"title":"Bearing capacity of under-reamed piles in clay using lower bound finite element limit analysis","authors":"M. Majumder, Debarghya Chakraborty","doi":"10.1080/19386362.2022.2044102","DOIUrl":"https://doi.org/10.1080/19386362.2022.2044102","url":null,"abstract":"ABSTRACT In this study, bearing capacity of under-reamed piles in non-homogeneous clay is estimated numerically. A detailed parametric study is carried out for different length to shaft diameter ratio (Lu /D), bulb position (hb /Du ), under-ream angle (β) and constant m indicating the increase of undrained cohesion, number of bulbs (nb ), bulb spacing (s) and pile–soil adhesion factor (αs ). The bearing capacity of the under-reamed pile is presented through design charts and expressed by a dimensionless factor Ncu. Ncu increases significantly with increases in nb, Lu /D and m and moderately with increases in β and αs . For m > 0, Ncu decreases moderately with the increase in hb /Du . For two bulbs, m > 0, the optimum bulb spacing is found at 1.25–1.75Du . For one bulb, Ncu increases in the range of 67.52–162.84% than the pile without bulb. For two bulbs, Ncu increases in the range of 129.41–250.40% than the pile without bulb.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1104 - 1115"},"PeriodicalIF":1.9,"publicationDate":"2022-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47190447","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 : 2022-02-28DOI: 10.1080/19386362.2021.2014676
Sarper Demirdogen, M. Gunaratne
ABSTRACT Internal geomembranes are alternatives to traditional clay cores and upstream geomembranes. In this research, numerical analysis is performed to assess the impact of leakage through 2-D geomembrane defects such as slits, tears and faulty stitches. Five possible applications of internal geomembranes and an upstream geomembrane were modelled to compare their performance with that of clayey cores. The results show that use of upstream or internal geomembranes significantly decreases the pore pressure developed at the downstream slope thus improving its stability. The effects of leakage through both internal and upstream geomembranes on the stability of embankment slopes under steady state and drawdown at a rate, conditions were analysed. Stability of the downstream slope reduces significantly due to defective geomembranes depending on the defective seam locations. Drawdown simulations show that internal geomembranes can cause instability in steep upstream slopes of dams.
{"title":"Stability analysis of embankment dams with defective internal geomembrane liners","authors":"Sarper Demirdogen, M. Gunaratne","doi":"10.1080/19386362.2021.2014676","DOIUrl":"https://doi.org/10.1080/19386362.2021.2014676","url":null,"abstract":"ABSTRACT Internal geomembranes are alternatives to traditional clay cores and upstream geomembranes. In this research, numerical analysis is performed to assess the impact of leakage through 2-D geomembrane defects such as slits, tears and faulty stitches. Five possible applications of internal geomembranes and an upstream geomembrane were modelled to compare their performance with that of clayey cores. The results show that use of upstream or internal geomembranes significantly decreases the pore pressure developed at the downstream slope thus improving its stability. The effects of leakage through both internal and upstream geomembranes on the stability of embankment slopes under steady state and drawdown at a rate, conditions were analysed. Stability of the downstream slope reduces significantly due to defective geomembranes depending on the defective seam locations. Drawdown simulations show that internal geomembranes can cause instability in steep upstream slopes of dams.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1165 - 1175"},"PeriodicalIF":1.9,"publicationDate":"2022-02-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44470774","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 : 2022-02-25DOI: 10.1080/19386362.2022.2042965
S. Koltuk, T. Fernández-Steeger
ABSTRACT Commonly, the base stability of sheeted excavation pits against seepage failure by heave is evaluated by using Terzaghi’s failure plane, which is based on the results of the two-dimensional model tests. However, seepage flows in excavation pits are three-dimensional, and stress levels are relatively high compared to those existing in the model tests. In this study, hydraulically-mechanically coupled, axisymmetric finite element (FE) analyses are performed to investigate the seepage failure by heave in circular-shaped sheeted excavation pits constructed in homogeneous cohesionless soils. The results of FE analyses are compared with those obtained from the well-known failure approach of Terzaghi. The FE analyses show relatively different failure zones compared to Terzaghi’s failure plane. However, the difference between the critical potential differences obtained from the FE analyses ΔH failure(FEM) and Terzaghi’s approach ΔH failure(Terzaghi) is negligible. The maximum and minimum ratios of ΔH failure(FEM)/ΔH failure(Terzaghi) are 1.07 and 0.96, respectively.
{"title":"Evaluation of seepage failure by heave in homogeneous cohesionless soils using finite element method","authors":"S. Koltuk, T. Fernández-Steeger","doi":"10.1080/19386362.2022.2042965","DOIUrl":"https://doi.org/10.1080/19386362.2022.2042965","url":null,"abstract":"ABSTRACT Commonly, the base stability of sheeted excavation pits against seepage failure by heave is evaluated by using Terzaghi’s failure plane, which is based on the results of the two-dimensional model tests. However, seepage flows in excavation pits are three-dimensional, and stress levels are relatively high compared to those existing in the model tests. In this study, hydraulically-mechanically coupled, axisymmetric finite element (FE) analyses are performed to investigate the seepage failure by heave in circular-shaped sheeted excavation pits constructed in homogeneous cohesionless soils. The results of FE analyses are compared with those obtained from the well-known failure approach of Terzaghi. The FE analyses show relatively different failure zones compared to Terzaghi’s failure plane. However, the difference between the critical potential differences obtained from the FE analyses ΔH failure(FEM) and Terzaghi’s approach ΔH failure(Terzaghi) is negligible. The maximum and minimum ratios of ΔH failure(FEM)/ΔH failure(Terzaghi) are 1.07 and 0.96, respectively.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1201 - 1210"},"PeriodicalIF":1.9,"publicationDate":"2022-02-25","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43571941","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 : 2022-02-13DOI: 10.1080/19386362.2022.2033482
Nahid Allahyari, M. Maleki
ABSTRACT The effects of gravel content, relative density and confining pressure on small-strain shear modulus of sand-gravel mixtures under different moisture conditions were experimentally investigated. The specimens were prepared considering three compaction states, different gravel contents and different moisture contents and tested using the bender element device at three levels of confining pressure. The specimens were then sheared in order to derive triaxial stress-strain curves. The results showed that the maximum shear modulus of mixtures increased with increasing the moisture content, while an increasing-decreasing trend was observed for the pure sand. The maximum shear modulus (Gmax) is more influenced by relative density and confining pressure than moisture content. Then the correlation between Gmax and secant stiffness modulus corresponding to 50% of maximum deviatoric stress (E50), was investigated. The results indicated that the increase in E50 leads to a decreasing trend in Gmax/E50 for different moisture contents and compaction states.
{"title":"Investigation into small-strain shear modulus of sand–gravel mixtures in different moisture conditions and its correlation with static stiffness modulus","authors":"Nahid Allahyari, M. Maleki","doi":"10.1080/19386362.2022.2033482","DOIUrl":"https://doi.org/10.1080/19386362.2022.2033482","url":null,"abstract":"ABSTRACT The effects of gravel content, relative density and confining pressure on small-strain shear modulus of sand-gravel mixtures under different moisture conditions were experimentally investigated. The specimens were prepared considering three compaction states, different gravel contents and different moisture contents and tested using the bender element device at three levels of confining pressure. The specimens were then sheared in order to derive triaxial stress-strain curves. The results showed that the maximum shear modulus of mixtures increased with increasing the moisture content, while an increasing-decreasing trend was observed for the pure sand. The maximum shear modulus (Gmax) is more influenced by relative density and confining pressure than moisture content. Then the correlation between Gmax and secant stiffness modulus corresponding to 50% of maximum deviatoric stress (E50), was investigated. The results indicated that the increase in E50 leads to a decreasing trend in Gmax/E50 for different moisture contents and compaction states.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"962 - 973"},"PeriodicalIF":1.9,"publicationDate":"2022-02-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47684953","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 : 2022-02-11DOI: 10.1080/19386362.2022.2033483
Mustafa M. Abdalhusein, A. Akhtarpour, Mohammed Mahmood
ABSTRACT This paper presents laboratory experiments on the effect of matric suction on the compressibility of unsaturated gypsum sand soil. The samples were obtained from Al-Najaf city in Iraq with gypsum contents of 14%, 22%, and 29%. Two series of laboratory tests were conducted. The first one is loading-path likes when a building is constructed on these soils in a specific degree of saturation (specific matric suction). Four matric suctions were adopted; 100, 60, 30, and zero percentages of initial matric suction under two confining stresses; 100 kPa and 200 kPa. Also, two saturated tests (CD) were performed under the aforementioned confining stresses. The second method is wetting-path, likes when a structure has been constructed and the degree of saturation of a foundation soil increases (decreasing in matric suction). The results from both paths revealed that the volumetric strains were increased by decreasing the matric suction and increasing the gypsum content..
{"title":"Unsaturated behaviour of gypseous sand soils using a modified triaxial test apparatus","authors":"Mustafa M. Abdalhusein, A. Akhtarpour, Mohammed Mahmood","doi":"10.1080/19386362.2022.2033483","DOIUrl":"https://doi.org/10.1080/19386362.2022.2033483","url":null,"abstract":"ABSTRACT This paper presents laboratory experiments on the effect of matric suction on the compressibility of unsaturated gypsum sand soil. The samples were obtained from Al-Najaf city in Iraq with gypsum contents of 14%, 22%, and 29%. Two series of laboratory tests were conducted. The first one is loading-path likes when a building is constructed on these soils in a specific degree of saturation (specific matric suction). Four matric suctions were adopted; 100, 60, 30, and zero percentages of initial matric suction under two confining stresses; 100 kPa and 200 kPa. Also, two saturated tests (CD) were performed under the aforementioned confining stresses. The second method is wetting-path, likes when a structure has been constructed and the degree of saturation of a foundation soil increases (decreasing in matric suction). The results from both paths revealed that the volumetric strains were increased by decreasing the matric suction and increasing the gypsum content..","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"743 - 758"},"PeriodicalIF":1.9,"publicationDate":"2022-02-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"59987318","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 : 2022-01-31DOI: 10.1080/19386362.2022.2030129
B. Vesterberg, M. Andersson
ABSTRACT Two test embankments were built on an organic clay at the Lampen test site in Sweden and movements and pore pressures were measured over a period of six years. Well-established 2D and 1D constitutive models, were used to predict the settlement and pore pressures. The predictions suggest, with model parameters based on laboratory test results for carefully taken and handled standard piston samples, that creep should be included to provide better agreement with the in situ measured settlements and pore pressures. A comparison between the predictions and the measured settlements and pore pressures showed that it is important to study the trend over time and at different depths, and not just settlements at a few times at the ground surface. The 2D model including creep agreed relatively well with the measured total settlements and with pore pressures at different depths, but the settlement-time relationship was not qualitatively well described.
{"title":"Settlement and pore pressure behaviour and predictions of test embankments on an organic clay","authors":"B. Vesterberg, M. Andersson","doi":"10.1080/19386362.2022.2030129","DOIUrl":"https://doi.org/10.1080/19386362.2022.2030129","url":null,"abstract":"ABSTRACT Two test embankments were built on an organic clay at the Lampen test site in Sweden and movements and pore pressures were measured over a period of six years. Well-established 2D and 1D constitutive models, were used to predict the settlement and pore pressures. The predictions suggest, with model parameters based on laboratory test results for carefully taken and handled standard piston samples, that creep should be included to provide better agreement with the in situ measured settlements and pore pressures. A comparison between the predictions and the measured settlements and pore pressures showed that it is important to study the trend over time and at different depths, and not just settlements at a few times at the ground surface. The 2D model including creep agreed relatively well with the measured total settlements and with pore pressures at different depths, but the settlement-time relationship was not qualitatively well described.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1049 - 1067"},"PeriodicalIF":1.9,"publicationDate":"2022-01-31","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"46037347","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 : 2022-01-21DOI: 10.1080/19386362.2021.2025305
A. Farahani, M. Samadzad, R. Rafiee-Dehkharghani
ABSTRACT This paper presents a coupled wave-based/genetic algorithm approach for vibration mitigation in a structure built on a pile group. The wave-based method considers the structure and foundation as a whole waveguide system in which the equations of wave propagation at waveguides and wave refraction at discontinuities are solved analytically using Timoshenko beam theory. These solutions are then assembled and solved numerically within a single system matrix. To model the ground, the viscoelastic soil around the piles is modelled using spring-dashpot elements. The wave-based method is used to evaluate a fitness function within a genetic algorithm procedure, and the resulting coupled tool is used for finding the optimal geometric characteristics of a pile group. The obtained results highlight the efficiency of the wave-based approach to be used in heuristic optimization algorithms such as genetic algorithm. In addition, it is observed that the optimal layout of the pile group depends significantly on loading frequency and soil properties.
{"title":"Vibration mitigation of pile groups by coupling a wave-based vibration analysis and genetic algorithm","authors":"A. Farahani, M. Samadzad, R. Rafiee-Dehkharghani","doi":"10.1080/19386362.2021.2025305","DOIUrl":"https://doi.org/10.1080/19386362.2021.2025305","url":null,"abstract":"ABSTRACT This paper presents a coupled wave-based/genetic algorithm approach for vibration mitigation in a structure built on a pile group. The wave-based method considers the structure and foundation as a whole waveguide system in which the equations of wave propagation at waveguides and wave refraction at discontinuities are solved analytically using Timoshenko beam theory. These solutions are then assembled and solved numerically within a single system matrix. To model the ground, the viscoelastic soil around the piles is modelled using spring-dashpot elements. The wave-based method is used to evaluate a fitness function within a genetic algorithm procedure, and the resulting coupled tool is used for finding the optimal geometric characteristics of a pile group. The obtained results highlight the efficiency of the wave-based approach to be used in heuristic optimization algorithms such as genetic algorithm. In addition, it is observed that the optimal layout of the pile group depends significantly on loading frequency and soil properties.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1083 - 1103"},"PeriodicalIF":1.9,"publicationDate":"2022-01-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43281793","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 : 2022-01-13DOI: 10.1080/19386362.2021.2025306
Hachimi Dahhaoui, N. Belayachi, Abdeldjalil Zadjaoui, T. Nishimura
ABSTRACT The impact of temperature and unsaturation on the creep behaviour of bentonite is an important topic for environmental geotechnics as in the case of waste storage and energy geostructures. This paper presents an experimental study on the one-dimensional creep of Maghnia bentonite (MB), using two high-pressure oedometer cells, allowing to impose temperature and suction conditions for an unsaturated medium . The characteristics of these two cells and the protocol developed in the framework of this experimental study are briefly presented. The findings highlight a new perspective on the hypothesis (A) which distinguishes between primary and secondary consolidation, and hypothesis (B), which is governed by structural viscosity. The results indicated that the creep behaviour followed the principle of hypothesis (A) under temperature effect, while it followed hypothesis (B) principle under the suction effect. The void ratio variability under secondary compression depends not only on the vertical stress, but also on the temperature and the first load level . Moreover, as soil suction descreases, the normalized void ratio become higher. The creep coefficient (Cαe) increased as temperature and vertical stress increased, while they decreased as the suction increased.
{"title":"One-dimensional compression creep change under temperature and suction effects","authors":"Hachimi Dahhaoui, N. Belayachi, Abdeldjalil Zadjaoui, T. Nishimura","doi":"10.1080/19386362.2021.2025306","DOIUrl":"https://doi.org/10.1080/19386362.2021.2025306","url":null,"abstract":"ABSTRACT The impact of temperature and unsaturation on the creep behaviour of bentonite is an important topic for environmental geotechnics as in the case of waste storage and energy geostructures. This paper presents an experimental study on the one-dimensional creep of Maghnia bentonite (MB), using two high-pressure oedometer cells, allowing to impose temperature and suction conditions for an unsaturated medium . The characteristics of these two cells and the protocol developed in the framework of this experimental study are briefly presented. The findings highlight a new perspective on the hypothesis (A) which distinguishes between primary and secondary consolidation, and hypothesis (B), which is governed by structural viscosity. The results indicated that the creep behaviour followed the principle of hypothesis (A) under temperature effect, while it followed hypothesis (B) principle under the suction effect. The void ratio variability under secondary compression depends not only on the vertical stress, but also on the temperature and the first load level . Moreover, as soil suction descreases, the normalized void ratio become higher. The creep coefficient (Cαe) increased as temperature and vertical stress increased, while they decreased as the suction increased.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"670 - 681"},"PeriodicalIF":1.9,"publicationDate":"2022-01-13","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45904062","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 : 2022-01-10DOI: 10.1080/19386362.2021.2025304
M. Bharathi, R. Dubey, S. Shukla
ABSTRACT This paper presents the dynamic vertical response of a vertical and two batter piles with an underreamed bulb. Batter angles (i.e. inclination to the vertical) of 10 and 20 degrees have been considered. The dynamic vertical tests were conducted using a mechanical oscillator-motor assembly by varying the intensity of exciting force level with a change in eccentricity setting of the oscillator. The dynamic response was recorded in terms of operating frequency and acceleration response. The test data were analysed to estimate the dynamic vertical responses of the piles in terms of resonant frequency, f y ꞌ; peak vertical displacement amplitude, dyꞌ and axial strain εy , and they were compared. For all three piles, with an increase in intensity of exciting force level, the resonant frequency decreased, whereas the peak vertical displacement and axial strain increased.
{"title":"Dynamic response of underreamed batter piles subjected to vertical vibration","authors":"M. Bharathi, R. Dubey, S. Shukla","doi":"10.1080/19386362.2021.2025304","DOIUrl":"https://doi.org/10.1080/19386362.2021.2025304","url":null,"abstract":"ABSTRACT This paper presents the dynamic vertical response of a vertical and two batter piles with an underreamed bulb. Batter angles (i.e. inclination to the vertical) of 10 and 20 degrees have been considered. The dynamic vertical tests were conducted using a mechanical oscillator-motor assembly by varying the intensity of exciting force level with a change in eccentricity setting of the oscillator. The dynamic response was recorded in terms of operating frequency and acceleration response. The test data were analysed to estimate the dynamic vertical responses of the piles in terms of resonant frequency, f y ꞌ; peak vertical displacement amplitude, dyꞌ and axial strain εy , and they were compared. For all three piles, with an increase in intensity of exciting force level, the resonant frequency decreased, whereas the peak vertical displacement and axial strain increased.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"991 - 999"},"PeriodicalIF":1.9,"publicationDate":"2022-01-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"59987311","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 : 2022-01-10DOI: 10.1080/19386362.2022.2026063
Ö. Bilgin
ABSTRACT Design of retaining walls usually specifies cohesionless soils as backfill material behind the wall; however, local soils which may be expansive are sometimes used due to economic reasons. In addition, the in-situ retaining walls, such as anchored sheet pile walls, are installed in existing soils that may be expansive. Retaining walls installed in expansive soils are subjected to additional lateral pressures during swelling and anchor forces can also increase if the walls are anchored. In this study, the effect of potential swell pressures of expansive soils on the anchored sheet pile walls were modelled and investigated. The swell pressure magnitudes were determined using empirical correlations based on plasticity index. Stress distribution due to the potential swell pressure capacity of expansive soils was proposed. The effect of potential swell pressures on the wall penetration depth, bending moments, and anchor forces are investigated and presented in this paper. The findings of the study show that expansive soil swell pressures have the potential to significantly affect anchored sheet pile walls.
{"title":"Effect of potential swell pressures on anchored sheet pile walls","authors":"Ö. Bilgin","doi":"10.1080/19386362.2022.2026063","DOIUrl":"https://doi.org/10.1080/19386362.2022.2026063","url":null,"abstract":"ABSTRACT Design of retaining walls usually specifies cohesionless soils as backfill material behind the wall; however, local soils which may be expansive are sometimes used due to economic reasons. In addition, the in-situ retaining walls, such as anchored sheet pile walls, are installed in existing soils that may be expansive. Retaining walls installed in expansive soils are subjected to additional lateral pressures during swelling and anchor forces can also increase if the walls are anchored. In this study, the effect of potential swell pressures of expansive soils on the anchored sheet pile walls were modelled and investigated. The swell pressure magnitudes were determined using empirical correlations based on plasticity index. Stress distribution due to the potential swell pressure capacity of expansive soils was proposed. The effect of potential swell pressures on the wall penetration depth, bending moments, and anchor forces are investigated and presented in this paper. The findings of the study show that expansive soil swell pressures have the potential to significantly affect anchored sheet pile walls.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"1191 - 1200"},"PeriodicalIF":1.9,"publicationDate":"2022-01-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47354762","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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