{"title":"A review of the reported technologies to segregate municipal solid waste into dry and wet waste based on their moisture content","authors":"Koustuvmoni Bharadwaj, K. Das","doi":"10.37591/joge.v9i3.6851","DOIUrl":"https://doi.org/10.37591/joge.v9i3.6851","url":null,"abstract":"","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"3 1","pages":""},"PeriodicalIF":1.9,"publicationDate":"2022-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"87721181","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}
{"title":"An Integrated Application of Remote Sensing, GIS and VES for Artificial Recharging at Watershed from South Solapur Taluka, Solapur District, Maharashtra","authors":"Nanasaheb Jayawant Sathe, A. A. Salvithal","doi":"10.37591/joge.v9i3.6727","DOIUrl":"https://doi.org/10.37591/joge.v9i3.6727","url":null,"abstract":"","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"40 1","pages":""},"PeriodicalIF":1.9,"publicationDate":"2022-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"73503144","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}
{"title":"ENHANCED TECHNIQUE FOR HYDRAULIC FRACTURING PROCEDURE IN FRACTURED ROCK MASS","authors":"Dr. D.S. Subrahmanyam","doi":"10.37591/joge.v9i1.6302","DOIUrl":"https://doi.org/10.37591/joge.v9i1.6302","url":null,"abstract":"","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"42 1","pages":""},"PeriodicalIF":1.9,"publicationDate":"2022-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"81139279","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 : 2021-12-29DOI: 10.1080/19386362.2021.2014686
Truong Le, David Airey, J. Standing
ABSTRACT This paper investigates the time-dependent behaviour of structured clays in triaxial stress space both theoretically and experimentally. A range of existing theoretical frameworks and phenomenological equations are reviewed and discussed in their ability to interpret the creep behaviour at different states in stress space. New experimental results are presented for two structured clays subjected to complex loading conditions. Each test consists of a defined stress path with intermediate stages of creep. Considerable creep deformations were observed at all anisotropic effective stress conditions. Measured viscous deformations were observed to be related to the stress state, approaching stress path and degree of structure present in the soil. The incremental strain ratio, , measured during constant stress was found to rotate counter-clockwise as a result of drained shearing towards failure for all tests. The experiments also show that for very small stress increments, phenomenological and empirical relations incorrectly predict the development of creep strains with time.
{"title":"Creep behaviour of structured clays in triaxial stress space: theory and experimental investigation","authors":"Truong Le, David Airey, J. Standing","doi":"10.1080/19386362.2021.2014686","DOIUrl":"https://doi.org/10.1080/19386362.2021.2014686","url":null,"abstract":"ABSTRACT This paper investigates the time-dependent behaviour of structured clays in triaxial stress space both theoretically and experimentally. A range of existing theoretical frameworks and phenomenological equations are reviewed and discussed in their ability to interpret the creep behaviour at different states in stress space. New experimental results are presented for two structured clays subjected to complex loading conditions. Each test consists of a defined stress path with intermediate stages of creep. Considerable creep deformations were observed at all anisotropic effective stress conditions. Measured viscous deformations were observed to be related to the stress state, approaching stress path and degree of structure present in the soil. The incremental strain ratio, , measured during constant stress was found to rotate counter-clockwise as a result of drained shearing towards failure for all tests. The experiments also show that for very small stress increments, phenomenological and empirical relations incorrectly predict the development of creep strains with time.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"682 - 699"},"PeriodicalIF":1.9,"publicationDate":"2021-12-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47115986","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 : 2021-12-14DOI: 10.1080/19386362.2021.2014685
Muhammad Safdar, T. Newson, Colin Schmidt, Kenichi Sato, T. Fujikawa
ABSTRACT In this study, a series of consolidated drained (CID) compression tests were performed On unreinforced and reinforced cemented Toyoura sand specimens. Specimens were cured for 3, 7, 14, 28, 56 days, with cement contents of 0–3% (dry weight), and different Polyvinyl alcohol (PVA) fibre contents of 0, 0.5, 1, 2, and 3% (weight ratio). Samples were prepared to a target dry density value (e.g. = 1.489 g/cm3) of Toyoura sand using under-compaction moist tamping technique with 10% water content by dry weight of soil. Triaxial compression tests (CID) were carried out at a confining pressure of 100 kPa. The monotonic stress–strain, stiffness, volumetric change behaviour, dilatancy angle, peak strength, and residual strength and brittleness index of the samples were investigated in greater detail. Results show that peak strength increases due to increase in curing duration by approximately 50–700%, and 0–300% in residual strength at 30% axial strain, compared to Toyoura sand. For reinforced cemented specimens there is an increase in volumetric strain with increasing curing duration or in other words, the rate of dilation increases with the increase in curing period. The dilatancy behaviour increases due to the addition of fibres and cement, this dilative behaviour has been attributed to cemented particles forming highly interlocked clusters. Brittleness of the cemented specimens reinforced with 0.5%-1% fibres have been supressed significantly compared to the higher concentrations of fibre (2–3%). Hence, it shows that there might be a threshold fibre concentration range (0.5%-1%), where fibres are considered to be the most effective and beyond this concentration, fibre causes further adverse effects.
{"title":"Consolidated drained behaviour of PVA fibre reinforced cemented Toyoura Sand","authors":"Muhammad Safdar, T. Newson, Colin Schmidt, Kenichi Sato, T. Fujikawa","doi":"10.1080/19386362.2021.2014685","DOIUrl":"https://doi.org/10.1080/19386362.2021.2014685","url":null,"abstract":"ABSTRACT In this study, a series of consolidated drained (CID) compression tests were performed On unreinforced and reinforced cemented Toyoura sand specimens. Specimens were cured for 3, 7, 14, 28, 56 days, with cement contents of 0–3% (dry weight), and different Polyvinyl alcohol (PVA) fibre contents of 0, 0.5, 1, 2, and 3% (weight ratio). Samples were prepared to a target dry density value (e.g. = 1.489 g/cm3) of Toyoura sand using under-compaction moist tamping technique with 10% water content by dry weight of soil. Triaxial compression tests (CID) were carried out at a confining pressure of 100 kPa. The monotonic stress–strain, stiffness, volumetric change behaviour, dilatancy angle, peak strength, and residual strength and brittleness index of the samples were investigated in greater detail. Results show that peak strength increases due to increase in curing duration by approximately 50–700%, and 0–300% in residual strength at 30% axial strain, compared to Toyoura sand. For reinforced cemented specimens there is an increase in volumetric strain with increasing curing duration or in other words, the rate of dilation increases with the increase in curing period. The dilatancy behaviour increases due to the addition of fibres and cement, this dilative behaviour has been attributed to cemented particles forming highly interlocked clusters. Brittleness of the cemented specimens reinforced with 0.5%-1% fibres have been supressed significantly compared to the higher concentrations of fibre (2–3%). Hence, it shows that there might be a threshold fibre concentration range (0.5%-1%), where fibres are considered to be the most effective and beyond this concentration, fibre causes further adverse effects.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"700 - 715"},"PeriodicalIF":1.9,"publicationDate":"2021-12-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48364013","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 : 2021-11-19DOI: 10.1080/19386362.2021.2003991
Majid Jazebi, M. Ahmadi
ABSTRACT Drilled shafts are one of the most important types of pile foundations. Several researchers have suggested different soil failure patterns for driven piles; however, for drilled shafts, this issue is inadequately addressed in the literature. In this paper, a numerical approach was pursued to obtain the location and dimensions of plastic zones around the tip of drilled shafts. The dependence of the suggested failure pattern size on the soil properties and drilled shaft dimensions was investigated. Based on several analyses, a soil jug-shaped failure pattern around the tip of drilled shafts was proposed, and its dimensions were determined using the regression-based and trial and error analyses. A c Comparison of is made between the proposed failure pattern obtained in this study for drilled shafts with the ones reported in the literature that were based on the logarithmic spiral curve and also cavity expansion theory showed that. This study shows that the suggested failure pattern hasd some similarities with the one proposed based on the cavity expansion theory. Finally, based on the suggested plastic zone, an analytical approach was used introduced to estimate the tip resistance for drilled shafts in sand. Good agreement between the analytically predicted results and measured values of tip resistance reported in the literature was found.
{"title":"Drilled shafts in sand: failure pattern and tip resistance using numerical and analytical approaches","authors":"Majid Jazebi, M. Ahmadi","doi":"10.1080/19386362.2021.2003991","DOIUrl":"https://doi.org/10.1080/19386362.2021.2003991","url":null,"abstract":"ABSTRACT Drilled shafts are one of the most important types of pile foundations. Several researchers have suggested different soil failure patterns for driven piles; however, for drilled shafts, this issue is inadequately addressed in the literature. In this paper, a numerical approach was pursued to obtain the location and dimensions of plastic zones around the tip of drilled shafts. The dependence of the suggested failure pattern size on the soil properties and drilled shaft dimensions was investigated. Based on several analyses, a soil jug-shaped failure pattern around the tip of drilled shafts was proposed, and its dimensions were determined using the regression-based and trial and error analyses. A c Comparison of is made between the proposed failure pattern obtained in this study for drilled shafts with the ones reported in the literature that were based on the logarithmic spiral curve and also cavity expansion theory showed that. This study shows that the suggested failure pattern hasd some similarities with the one proposed based on the cavity expansion theory. Finally, based on the suggested plastic zone, an analytical approach was used introduced to estimate the tip resistance for drilled shafts in sand. Good agreement between the analytically predicted results and measured values of tip resistance reported in the literature was found.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"974 - 990"},"PeriodicalIF":1.9,"publicationDate":"2021-11-19","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44656898","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 : 2021-11-18DOI: 10.1080/19386362.2021.2005880
T. Kalasin
ABSTRACT Track ballast movement is a crucial factor for differential track displacement. If the differential displacement is large, the derailment of the train is apparent. Research on the stiffness reflecting the subgrade and unbounded materials is still limited with the displacement of voided ballast layers on the railway embankment. In this study, we created and numerically validated a 1-g model (1:4 scale) of a track ballast system on sand embankments under repeated loadings. According to the numerical results, the variation of embankment heights and train speeds provides a few different maximum and permanent displacements. Also, the ratio of the settlement of voided ballast layer and that of subgrade layer is an essential key providing the high permanent displacement of the track, whereas the ratio of Es/Eb is either high or low value.
{"title":"Numerical and physical models for predicting responses of ballasted tracks with voided ballast layer effect on sand embankments","authors":"T. Kalasin","doi":"10.1080/19386362.2021.2005880","DOIUrl":"https://doi.org/10.1080/19386362.2021.2005880","url":null,"abstract":"ABSTRACT Track ballast movement is a crucial factor for differential track displacement. If the differential displacement is large, the derailment of the train is apparent. Research on the stiffness reflecting the subgrade and unbounded materials is still limited with the displacement of voided ballast layers on the railway embankment. In this study, we created and numerically validated a 1-g model (1:4 scale) of a track ballast system on sand embankments under repeated loadings. According to the numerical results, the variation of embankment heights and train speeds provides a few different maximum and permanent displacements. Also, the ratio of the settlement of voided ballast layer and that of subgrade layer is an essential key providing the high permanent displacement of the track, whereas the ratio of Es/Eb is either high or low value.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"890 - 902"},"PeriodicalIF":1.9,"publicationDate":"2021-11-18","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"44874161","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 : 2021-11-06DOI: 10.1080/19386362.2021.1999077
Jerin Joseph, Shailendra Kumar, V. Sawant, J. Patel
ABSTRACT Granular pile anchor (GPA) is a relatively new foundation technique that is found to be effective in resisting uplift forces in expansive soils. GPA can be utilized as an economical substitute to other methods to resist the uplift loads in sandy soils. In this study, the performance of GPA and rough piles installed in the sand bed under uplift was examined using laboratory-scale model tests and numerical modelling under field-scale conditions. The laboratory-scale model tests were performed on GPA and rough pile installed in loose, medium dense, and dense sand beds by varying the embedment ratio. A numerical study was also done to check the findings from the experimental study and GPA suitability under field-scale conditions. The laboratory-scale and numerical study revealed that GPA performs better than bored pile under uplift force and can be used as an effective ground anchoring alternative.
{"title":"An experimental and numerical comparative study on the uplift capacity of single granular pile anchor and rough pile in sand","authors":"Jerin Joseph, Shailendra Kumar, V. Sawant, J. Patel","doi":"10.1080/19386362.2021.1999077","DOIUrl":"https://doi.org/10.1080/19386362.2021.1999077","url":null,"abstract":"ABSTRACT Granular pile anchor (GPA) is a relatively new foundation technique that is found to be effective in resisting uplift forces in expansive soils. GPA can be utilized as an economical substitute to other methods to resist the uplift loads in sandy soils. In this study, the performance of GPA and rough piles installed in the sand bed under uplift was examined using laboratory-scale model tests and numerical modelling under field-scale conditions. The laboratory-scale model tests were performed on GPA and rough pile installed in loose, medium dense, and dense sand beds by varying the embedment ratio. A numerical study was also done to check the findings from the experimental study and GPA suitability under field-scale conditions. The laboratory-scale and numerical study revealed that GPA performs better than bored pile under uplift force and can be used as an effective ground anchoring alternative.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"499 - 513"},"PeriodicalIF":1.9,"publicationDate":"2021-11-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48241590","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 : 2021-11-03DOI: 10.1080/19386362.2021.2000698
Hamid Ranjkesh Adarmanabadi, A. Rasti, M. Razavi
ABSTRACT Cement kiln dust (CKD) is a significant fine powdery material generated from the Portland cement manufacturing process. The United States environmental protection agency (EPA) declared that using CKD is not harmful to humans’ health and the environment. The primary usage of CKD is recycled back into the cement kiln as raw feed. CKD has various applications such as water treatment, waste disposal, agriculture, construction, soil stabilization, and erosion control of the natural or human-made slopes. An experimental study of CKD’s effect on engineering properties was done on a natural slope in New Mexico, USA, in 2008. Consequently, Atterberg limits, compaction characteristics, unconfined compressive strength, and pH were determined for the native soil and the treated soil with CKD. Based on the result, it was observed that CKD was one of the cost-effective methods of erosion control of slopes. However, CKD’s time and environmental effects are important factors that should be addressed carefully. This study mainly focuses on the influence of time on erosion control of the slope stabilized by CKD after eleven years. Long-term monitoring of the slope showed that CKD is still reducing soil erosion.
{"title":"Long-term effects of Cement Kiln Dust (CKD) on erosion control of a soil slope","authors":"Hamid Ranjkesh Adarmanabadi, A. Rasti, M. Razavi","doi":"10.1080/19386362.2021.2000698","DOIUrl":"https://doi.org/10.1080/19386362.2021.2000698","url":null,"abstract":"ABSTRACT Cement kiln dust (CKD) is a significant fine powdery material generated from the Portland cement manufacturing process. The United States environmental protection agency (EPA) declared that using CKD is not harmful to humans’ health and the environment. The primary usage of CKD is recycled back into the cement kiln as raw feed. CKD has various applications such as water treatment, waste disposal, agriculture, construction, soil stabilization, and erosion control of the natural or human-made slopes. An experimental study of CKD’s effect on engineering properties was done on a natural slope in New Mexico, USA, in 2008. Consequently, Atterberg limits, compaction characteristics, unconfined compressive strength, and pH were determined for the native soil and the treated soil with CKD. Based on the result, it was observed that CKD was one of the cost-effective methods of erosion control of slopes. However, CKD’s time and environmental effects are important factors that should be addressed carefully. This study mainly focuses on the influence of time on erosion control of the slope stabilized by CKD after eleven years. Long-term monitoring of the slope showed that CKD is still reducing soil erosion.","PeriodicalId":47238,"journal":{"name":"International Journal of Geotechnical Engineering","volume":"16 1","pages":"225 - 238"},"PeriodicalIF":1.9,"publicationDate":"2021-11-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49100424","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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