Groundwater variation is a significant cause for high-fill foundation settlement, which is the main concern of such high-fill projects. In this study, centrifugal model tests were carried out to study the settlement of a high-fill foundation using a wetting-drying system for simulating water level variations. Three scaling methods which are equivalent substitution method, trapezoid similarity method and parallel gradation method, were utilized to prepare the particle size distribution of tested specimens considering the model size. The test process consists four loading cycles and each loading cycle consists of construction, water rise and drainage stages. The analysis results showed that settlement during the construction stage is dominant, and the settlement after construction only accounted for less than 20% of the total settlement. Besides, the settlement of the backfill itself increases with the filling height. The ratio between the settlement and the filling height of the specimen prepared by the equivalent substitution method is higher than the field monitoring data, while those prepared by the trapezoid similarity method or parallel gradation method agree well with the measurements. The settlement after construction with time can be predicted by the three-point method. Furthermore, the total settlement increases as the number of the wetting-drying cycles increases, especially in the initial phase of water table rising. The settlement during the water level rise was remarkably greater than that during the draw-down of the water level in each wetting-drying cycle. The soil gradation curve shift upwards after the tests, especially for the bottom part of soil.
{"title":"Centrifuge modelling of groundwater variation induced settlement using different scaling methods","authors":"Yuzhen Liang, Xiaoqiang Gu, Deshun Wu, Zhiqiang Fan, Qihui Zhou, Zunjing Liu","doi":"10.1680/jphmg.23.00049","DOIUrl":"https://doi.org/10.1680/jphmg.23.00049","url":null,"abstract":"Groundwater variation is a significant cause for high-fill foundation settlement, which is the main concern of such high-fill projects. In this study, centrifugal model tests were carried out to study the settlement of a high-fill foundation using a wetting-drying system for simulating water level variations. Three scaling methods which are equivalent substitution method, trapezoid similarity method and parallel gradation method, were utilized to prepare the particle size distribution of tested specimens considering the model size. The test process consists four loading cycles and each loading cycle consists of construction, water rise and drainage stages. The analysis results showed that settlement during the construction stage is dominant, and the settlement after construction only accounted for less than 20% of the total settlement. Besides, the settlement of the backfill itself increases with the filling height. The ratio between the settlement and the filling height of the specimen prepared by the equivalent substitution method is higher than the field monitoring data, while those prepared by the trapezoid similarity method or parallel gradation method agree well with the measurements. The settlement after construction with time can be predicted by the three-point method. Furthermore, the total settlement increases as the number of the wetting-drying cycles increases, especially in the initial phase of water table rising. The settlement during the water level rise was remarkably greater than that during the draw-down of the water level in each wetting-drying cycle. The soil gradation curve shift upwards after the tests, especially for the bottom part of soil.","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-06-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141365955","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
This paper investigates the impact of facing stiffness on the performance of geosynthetic-reinforced soil (GRS) walls under surcharge loading-unloading. Data from two instrumented physical model tests are utilized considering two different facing stiffness (block and wrapped). After the end of construction, the physical models were loaded and unloaded, step by step. They were comprehensively instrumented to monitor the load mobilized along with the reinforcements, horizontal toe load, lateral facing displacement, vertical displacement at the top of the walls, and horizontal stress behind the block faces. In addition, a simplified analytical procedure is proposed in order to determine the maximum reinforcement load under surcharge unloading. The results show that the toe restraint at the base of the block-faced wall highly controls the performance of GRS wall with structural facing. When there is no toe resistance, irrespective of the facing type, the walls present, in general, similar performance under surcharge loading and unloading. Furthermore, during surcharge unloading, the reinforcement load near the face may be less affected in the wrapped-face wall compared with the block-faced wall. Moreover, the maximum reinforcement loads during surcharge unloading were fairly captured using the proposed procedure.
{"title":"Effect of facing stiffness on GRS walls under surcharge loading-unloading","authors":"S. H. Mirmoradi, M. Ehrlich","doi":"10.1680/jphmg.23.00033","DOIUrl":"https://doi.org/10.1680/jphmg.23.00033","url":null,"abstract":"This paper investigates the impact of facing stiffness on the performance of geosynthetic-reinforced soil (GRS) walls under surcharge loading-unloading. Data from two instrumented physical model tests are utilized considering two different facing stiffness (block and wrapped). After the end of construction, the physical models were loaded and unloaded, step by step. They were comprehensively instrumented to monitor the load mobilized along with the reinforcements, horizontal toe load, lateral facing displacement, vertical displacement at the top of the walls, and horizontal stress behind the block faces. In addition, a simplified analytical procedure is proposed in order to determine the maximum reinforcement load under surcharge unloading. The results show that the toe restraint at the base of the block-faced wall highly controls the performance of GRS wall with structural facing. When there is no toe resistance, irrespective of the facing type, the walls present, in general, similar performance under surcharge loading and unloading. Furthermore, during surcharge unloading, the reinforcement load near the face may be less affected in the wrapped-face wall compared with the block-faced wall. Moreover, the maximum reinforcement loads during surcharge unloading were fairly captured using the proposed procedure.","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-06-10","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141363195","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
In gravel pile composite foundation stability design, the shear strength of composite foundation is critically important. However, due to the size limitation of test equipment, it is difficult to obtain its shear strength in field. This study designs a laboratory shear model test to obtain the shear strength of gravel pile composite foundation, where a total of four group tests were carried out, including two nature soils and two gravel pile area replacement ratios. The shear strength parameters obtained by the shear model tests are compared with the results of empirical formula methods such as the Chinese Standard Method and Priebe Method to verify the accuracy of these two methods. It is demonstrated that for the Chinese Standard Method, the empirical formula's results are smaller than the shear model test results when the pile-soil stress ratio b is 1. When the pile-soil stress ratio b is 1.5, the results are close to each other. For the Priebe Method, the empirical formula results are all larger than the shear model test results, and it is especially unsuitable for the mud soil.
在碎石桩复合地基稳定性设计中，复合地基的抗剪强度至关重要。然而，由于试验设备的尺寸限制，很难在现场获得其抗剪强度。本研究设计了一种实验室剪切模型试验来获取碎石桩复合地基的剪切强度，共进行了四组试验，包括两种性质土和两种碎石桩面积置换比。将剪切模型试验获得的剪切强度参数与中国标准法和普里贝法等经验公式法的结果进行比较，以验证这两种方法的准确性。结果表明，对于中国标准法，当桩土应力比 b 为 1 时，经验公式的结果小于剪切模型试验的结果；当桩土应力比 b 为 1.5 时，两者的结果接近。对于普里贝法，经验公式结果均大于剪切模型试验结果，尤其不适合泥土。
{"title":"Physical model test study on strength characteristics of gravel pile composite foundation","authors":"Jia-Hui Wang, Ji-Wei Jiang, Yi-Fei Sun, Bao-tian Wang, Shao-Yang Han, Jin-Yu Zuo, Wen-Wei Li, Yang Tang","doi":"10.1680/jphmg.23.00046","DOIUrl":"https://doi.org/10.1680/jphmg.23.00046","url":null,"abstract":"In gravel pile composite foundation stability design, the shear strength of composite foundation is critically important. However, due to the size limitation of test equipment, it is difficult to obtain its shear strength in field. This study designs a laboratory shear model test to obtain the shear strength of gravel pile composite foundation, where a total of four group tests were carried out, including two nature soils and two gravel pile area replacement ratios. The shear strength parameters obtained by the shear model tests are compared with the results of empirical formula methods such as the Chinese Standard Method and Priebe Method to verify the accuracy of these two methods. It is demonstrated that for the Chinese Standard Method, the empirical formula's results are smaller than the shear model test results when the pile-soil stress ratio b is 1. When the pile-soil stress ratio b is 1.5, the results are close to each other. For the Priebe Method, the empirical formula results are all larger than the shear model test results, and it is especially unsuitable for the mud soil.","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-06-04","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141266738","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Optical strain sensing in civil engineering has been adopted for both field applications and advanced laboratory testing of structural health monitoring. Rayleigh backscatter devices (ROFDR) are presented for use with geotechnical centrifuge research since they offer distributed sensing capabilities, and through this study have been shown to have negligible interference from pressure effects, and can be made with low-cost disposable sensors. A comparison between a single channel and multi-channel fiber optic rotary joint (FORJ) is presented in the context of transmitting optical strain data across a rotating interface. The orthogonal pressure effects (eg. From soil) of a free-floating fiber under isotropic pressure was less than 0.32 με / kPa and that the pressure effect on a fiber bonded to a metal surface was below the detection limit of the instrument, 1 με, for an applied pressure of 60 kPa. The ROFDR system showed highly repeatable measurement of a constant temperature reading through the use of a water bath experiment. The system is stable to +/- 10 microstrain within 2-sigma for a >12 hr constant temperature test. An example case of a pipeline buried in a slope experiencing a landslide is presented where the optical strain sensing is used to capture strain pairs along the crownline and pipe invert to capture bending moment of the pipeline. Geotechnical centrifuge modelling in a 1 metre drum was carried out using a multi-channel FORJ coupled with an ROFDR system.
{"title":"Pressure and thermal effects on Rayleigh fiber-optic strain measurment for soil-structure interaction","authors":"G. N. Eichhorn, Stuart K. Haigh","doi":"10.1680/jphmg.23.00060","DOIUrl":"https://doi.org/10.1680/jphmg.23.00060","url":null,"abstract":"Optical strain sensing in civil engineering has been adopted for both field applications and advanced laboratory testing of structural health monitoring. Rayleigh backscatter devices (ROFDR) are presented for use with geotechnical centrifuge research since they offer distributed sensing capabilities, and through this study have been shown to have negligible interference from pressure effects, and can be made with low-cost disposable sensors. A comparison between a single channel and multi-channel fiber optic rotary joint (FORJ) is presented in the context of transmitting optical strain data across a rotating interface. The orthogonal pressure effects (eg. From soil) of a free-floating fiber under isotropic pressure was less than 0.32 με / kPa and that the pressure effect on a fiber bonded to a metal surface was below the detection limit of the instrument, 1 με, for an applied pressure of 60 kPa. The ROFDR system showed highly repeatable measurement of a constant temperature reading through the use of a water bath experiment. The system is stable to +/- 10 microstrain within 2-sigma for a >12 hr constant temperature test. An example case of a pipeline buried in a slope experiencing a landslide is presented where the optical strain sensing is used to capture strain pairs along the crownline and pipe invert to capture bending moment of the pipeline. Geotechnical centrifuge modelling in a 1 metre drum was carried out using a multi-channel FORJ coupled with an ROFDR system.","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-06-03","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"141269559","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Badr Ouzzine, Jean de Sauvage, Sahar Hemmati, Thibault Badinier, Matthieu Blanc, Thierry Dubreucq, Christophe Chevalier, Philippe Reiffsteck
Among the different solutions to meet the increasing need for renewable energies, energy geostructures, and particularly energy piles, are very promising. However, their dual role (structural support and energy harvester) raises design questions and safety issues. In addition, they are often placed within a groundwater flow and the influence of seepage on thermal loadings and mechanical response is still to be characterised. In this perspective, centrifuge modelling can play a significant role as in lots of geotechnical problems. In the present case, reduced scale models present a supplementary advantage since diffusion timescales are highly reduced. Scaling factor for time is 1/N² if scaling factor for lengths is 1/N. Nevertheless, the numerous phenomena to consider make it difficult to ensure the similarity between model and prototype. The present document derives and gathers all the scaling laws and attention points to keep in mind when centrifuge modelling energy piles.
{"title":"Scaling laws for the modelling of energy geostructures","authors":"Badr Ouzzine, Jean de Sauvage, Sahar Hemmati, Thibault Badinier, Matthieu Blanc, Thierry Dubreucq, Christophe Chevalier, Philippe Reiffsteck","doi":"10.1680/jphmg.22.00073","DOIUrl":"https://doi.org/10.1680/jphmg.22.00073","url":null,"abstract":"Among the different solutions to meet the increasing need for renewable energies, energy geostructures, and particularly energy piles, are very promising. However, their dual role (structural support and energy harvester) raises design questions and safety issues. In addition, they are often placed within a groundwater flow and the influence of seepage on thermal loadings and mechanical response is still to be characterised. In this perspective, centrifuge modelling can play a significant role as in lots of geotechnical problems. In the present case, reduced scale models present a supplementary advantage since diffusion timescales are highly reduced. Scaling factor for time is 1/N² if scaling factor for lengths is 1/N. Nevertheless, the numerous phenomena to consider make it difficult to ensure the similarity between model and prototype. The present document derives and gathers all the scaling laws and attention points to keep in mind when centrifuge modelling energy piles.","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-05-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140966538","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Through a series of model tests accomplished by Particle Image Velocimetry analyses, this study presents the visualization of the displacement field of the narrow soil behind retaining structures under translational mode. The progressive development of failure mechanisms and active earth pressure are measured in the process of tests. Finite element limit analyses are supplementally carried out to investigate and verify the ultimate failure mechanism and active earth pressure acting on retaining structures as the tests. Furthermore, this study carried out parameter studies on the development of failure mechanisms and active earth pressure with different aspect ratios, inclinations of the existing structure, and backfill surface surcharge. Experimental and numerical results show a reasonable verification of each other. With the increase in backfill spacing, the failure mechanism of backfill turns from reflective shear bands into a single shear band, and the earth pressure exerted on the retaining structure increases.
{"title":"Active failure mechanism and earth pressure of narrow backfill behind retaining structures","authors":"Hao-Biao Chen, Cheng Lin, Yan-Ping Lv, Fu-Quan Chen","doi":"10.1680/jphmg.23.00042","DOIUrl":"https://doi.org/10.1680/jphmg.23.00042","url":null,"abstract":"Through a series of model tests accomplished by Particle Image Velocimetry analyses, this study presents the visualization of the displacement field of the narrow soil behind retaining structures under translational mode. The progressive development of failure mechanisms and active earth pressure are measured in the process of tests. Finite element limit analyses are supplementally carried out to investigate and verify the ultimate failure mechanism and active earth pressure acting on retaining structures as the tests. Furthermore, this study carried out parameter studies on the development of failure mechanisms and active earth pressure with different aspect ratios, inclinations of the existing structure, and backfill surface surcharge. Experimental and numerical results show a reasonable verification of each other. With the increase in backfill spacing, the failure mechanism of backfill turns from reflective shear bands into a single shear band, and the earth pressure exerted on the retaining structure increases.","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-04-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140836121","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Zhiyong Liu, Jiapei Ma, Junhua Xiao, Jianfeng Xue, Fei Yang
A series of physical model tests and cyclic triaxial tests were performed on a dry sand to investigate the effects of excavating an adjacent pit on the settlement behaviour of a footing under cyclic loading. The excavation is simulated by moving a retaining wall between loading cycles in the physical model tests. The excavation induced stress disturbance on soil elements is modelled by reducing cell pressure between loading cycles in triaxial tests. The results indicate that nearby excavation leads to reduction in lateral stress in ground and therefore increases the settlement of footing in the subsequent loading cycles. However, there is no clear relationship between the settlement increment and the magnitude of wall movement, when the lateral movement of the wall is within the range of 0.1% to 0.37% of the wall height. The lateral excavation does not have great impact on the influence zone of the footings under cyclic loading. An empirical model is proposed to estimate the cyclic loading-induced strain accumulation of sand with the consideration of lateral unloading effects between loading cycles. After being validated using cyclic triaxial tests results, the proposed model is employed to predict cyclic loading-induced settlement of the footing before and after the excavation.
{"title":"Physical modelling of cyclic loading induced footing settlement with a nearby pit excavation","authors":"Zhiyong Liu, Jiapei Ma, Junhua Xiao, Jianfeng Xue, Fei Yang","doi":"10.1680/jphmg.23.00016","DOIUrl":"https://doi.org/10.1680/jphmg.23.00016","url":null,"abstract":"A series of physical model tests and cyclic triaxial tests were performed on a dry sand to investigate the effects of excavating an adjacent pit on the settlement behaviour of a footing under cyclic loading. The excavation is simulated by moving a retaining wall between loading cycles in the physical model tests. The excavation induced stress disturbance on soil elements is modelled by reducing cell pressure between loading cycles in triaxial tests. The results indicate that nearby excavation leads to reduction in lateral stress in ground and therefore increases the settlement of footing in the subsequent loading cycles. However, there is no clear relationship between the settlement increment and the magnitude of wall movement, when the lateral movement of the wall is within the range of 0.1% to 0.37% of the wall height. The lateral excavation does not have great impact on the influence zone of the footings under cyclic loading. An empirical model is proposed to estimate the cyclic loading-induced strain accumulation of sand with the consideration of lateral unloading effects between loading cycles. After being validated using cyclic triaxial tests results, the proposed model is employed to predict cyclic loading-induced settlement of the footing before and after the excavation.","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-03-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140204700","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Senthen Amuthan Mani, Francisco da Silva Pereira, Phil Watson, Britta Bienen, M. Fraser Bransby, Han Eng Low, Carl Erbrich, Sam Ingarfield, Avi Shonberg, Michael Harte
An alternate to monopiles to support offshore wind turbines is the use of jacket structures founded on suction buckets. These foundations have been successfully deployed in recent developments and have proven to be a viable foundation concept due to their relatively fast and low-noise installation, as well as their general applicability for a wide range of soil-conditions and suitability in deeper waters. However, the behaviour of bucket foundations subject to both short- and long-term uplift loading in coarse grained soil remains an area of ongoing research. For the centrifuge testing in this project, offshore soil was provided from an Asian site – and the combination of silt size particles, water pore fluid and faster loading rates was used to replicate the drainage conditions during the loading of a full-scale bucket foundation in sand. Initial self-weight penetration of the skirts was followed by suction installation, with in-place testing then undertaken to explore both monotonic and cyclic performance. This paper presents results from the pilot testing, including the foundation response to cyclic (storm) loading applied symmetrically around an average uplift load.
{"title":"Centrifuge tests exploring the cyclic performance of suction bucket foundations in cohesionless soils","authors":"Senthen Amuthan Mani, Francisco da Silva Pereira, Phil Watson, Britta Bienen, M. Fraser Bransby, Han Eng Low, Carl Erbrich, Sam Ingarfield, Avi Shonberg, Michael Harte","doi":"10.1680/jphmg.23.00020","DOIUrl":"https://doi.org/10.1680/jphmg.23.00020","url":null,"abstract":"An alternate to monopiles to support offshore wind turbines is the use of jacket structures founded on suction buckets. These foundations have been successfully deployed in recent developments and have proven to be a viable foundation concept due to their relatively fast and low-noise installation, as well as their general applicability for a wide range of soil-conditions and suitability in deeper waters. However, the behaviour of bucket foundations subject to both short- and long-term uplift loading in coarse grained soil remains an area of ongoing research. For the centrifuge testing in this project, offshore soil was provided from an Asian site – and the combination of silt size particles, water pore fluid and faster loading rates was used to replicate the drainage conditions during the loading of a full-scale bucket foundation in sand. Initial self-weight penetration of the skirts was followed by suction installation, with in-place testing then undertaken to explore both monotonic and cyclic performance. This paper presents results from the pilot testing, including the foundation response to cyclic (storm) loading applied symmetrically around an average uplift load.","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-03-06","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"140204670","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
A. Sorta, Neville Dubash, Benny Moyls, Scott E. Webster, O. Omotoso
Oil sands fluid fine tailings in Northern Alberta have very poor water release characteristics and require many decades to fully consolidate under their own weight. Generally, physical and/or chemical treatments are necessary to improve the consolidation behaviour and manage the tailings in an economical and environmentally acceptable manner. The effect of each treatment method is commonly evaluated, in part, by measuring the short- and long-term consolidation behaviour of treated samples. Geotechnical beam centrifuges, large strain consolidation apparatus, and geocolumns are typically used to measure the consolidation properties. However, these methods require many months to complete or are expensive and difficult to deploy in the field. We developed a small-scale geotechnical centrifuge suitable for use in both research environments and laboratories at industrial sites to study and/or monitor various treatment and disposal options in a short time. This paper presents the motivation for developing a small-scale centrifuge, the components and features of the centrifuge, and the assortment of tests completed to validate the apparatus and testing methods. The validation tests proved that the small-scale centrifuge produces comparable results to existing methods while reducing the cost and time required to evaluate the consolidation performance of different tailings treatment options.
{"title":"Development of a small-scale geotechnical centrifuge","authors":"A. Sorta, Neville Dubash, Benny Moyls, Scott E. Webster, O. Omotoso","doi":"10.1680/jphmg.22.00015","DOIUrl":"https://doi.org/10.1680/jphmg.22.00015","url":null,"abstract":"Oil sands fluid fine tailings in Northern Alberta have very poor water release characteristics and require many decades to fully consolidate under their own weight. Generally, physical and/or chemical treatments are necessary to improve the consolidation behaviour and manage the tailings in an economical and environmentally acceptable manner. The effect of each treatment method is commonly evaluated, in part, by measuring the short- and long-term consolidation behaviour of treated samples. Geotechnical beam centrifuges, large strain consolidation apparatus, and geocolumns are typically used to measure the consolidation properties. However, these methods require many months to complete or are expensive and difficult to deploy in the field. We developed a small-scale geotechnical centrifuge suitable for use in both research environments and laboratories at industrial sites to study and/or monitor various treatment and disposal options in a short time. This paper presents the motivation for developing a small-scale centrifuge, the components and features of the centrifuge, and the assortment of tests completed to validate the apparatus and testing methods. The validation tests proved that the small-scale centrifuge produces comparable results to existing methods while reducing the cost and time required to evaluate the consolidation performance of different tailings treatment options.","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-01-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139617765","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Pub Date : 2024-01-01DOI: 10.1680/jphmg.2024.24.1.1
Anthony F. Tessari
{"title":"Editorial: A new year and new advances in geotechnics","authors":"Anthony F. Tessari","doi":"10.1680/jphmg.2024.24.1.1","DOIUrl":"https://doi.org/10.1680/jphmg.2024.24.1.1","url":null,"abstract":"","PeriodicalId":48816,"journal":{"name":"International Journal of Physical Modelling in Geotechnics","volume":null,"pages":null},"PeriodicalIF":1.9,"publicationDate":"2024-01-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"139455956","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":4,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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