Academic literature on the topic 'Soil behaviour'
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Journal articles on the topic "Soil behaviour"
1
Jannuzzi, Graziella M. F., Fernando A. B. Danziger, and Ian S. M. Martins. "Surprising Soil Behaviour in Soil Sampling." Soils and Rocks 36, no. 3 (September 1, 2013): 265–74. http://dx.doi.org/10.28927/sr.363265.
Full textAbstract:
Thick wall (6.6 mm wall thickness) plastic samplers, 97.2 mm in internal diameter (area ratio of 29%), 700 mm in length (length of soil sample 640 mm), with a cutting edge angle of 23°, without clearance and with a sampler head have been used to collect very soft clay samples at Sarapuí II test site. Very good to excellent and good to fair quality samples have been surprisingly obtained in most cases, which were attributed to a combination of five factors: the absence of an inside clearance, the low friction of the plastic sampler, the small “trick” to close the top of the sampling rods assuring that suction would be imposed on the top of the sample, the very careful handling and trimming process, combined with no extrusion of the sample, and the small ratio between specimen diameter and sample diameter. It is still too early to propose the use of thick wall plastic samplers - in combination with the procedures outlined above - to be used in regular undisturbed soft clay sampling, and more research is needed to identify the role of each procedure in the final result. However, if confirmed, the procedures adopted will allow significant cost saving with respect to the use of thin wall brass (or stainless steel) samplers.
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Fannin, R. J., Y. P. Vaid, and Y. C. Shi. "Filtration behaviour of nonwoven geotextiles." Canadian Geotechnical Journal 31, no. 4 (August 1, 1994): 555–63. http://dx.doi.org/10.1139/t94-064.
Full textAbstract:
Criteria for soil retention and permeability are important in the proper selection of a geotextile in filtration design. Gradient-ratio tests have been performed to assess the compatibility of nonwoven geotextiles with soils exhibiting a range of gradations. Observations of any soil piping through a geotextile were used to evaluate soil-retention criteria. The American Society for Testing and Materials test apparatus includes additional ports that were used to define a modified gradient ratio, which is a better indicator of flow condition. Measurements of the distribution of water head through the soil sample and geotextile specimen, and its variation with imposed hydraulic gradient and time, are used to establish the permeability of the soil and soil–geotextile composite. The composite layer is relatively thin. A unified interpretation of the results is presented that shows a gradient ratio greater than one means the permeability of the composite is less than that of the protected soil: the condition is acceptable if it can be demonstrated that no impediment of seepage flow will result. Key words : filtration, geotextile, soil retention, gradient ratio, permeability.
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Oztoprak, Sadik, and S. Feyza Cinicioglu. "Soil behaviour through field instrumentation." Canadian Geotechnical Journal 42, no. 2 (April 1, 2005): 475–90. http://dx.doi.org/10.1139/t04-121.
Full textAbstract:
An improved version of the observational method is developed and proposed. The method uses field measurements as the direct inputs to the framework of the constitutive behaviour and analyses the behaviour synchronously as measurements are recorded. The method is developed for the specific case of embankments on soft clays, and its effectiveness is tested on a well-documented case history. The framework provided for the application of the method is basically the idealized stress space of the critical state theory, but the constitutive anisotropic elastoplastic soil model is added to this framework to analyse the behaviour and provide direct links between measurements and design parameters. Strain-rate dependency of the soft soils is also incorporated in the interpretation of the behaviour. To consider the variation in the behaviour of foundation soils, a zonation system is applied. Stress axis rotation is considered for active and passive regions effectively. Substantial savings can be achieved using the method in terms of time and cost, and the method is reliable. In addition, such an application improves the understanding of the real behaviour of soils.Key words: soft clays, embankment, observational method, rate effect, anisotropy, soil structure.
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Ismail, Fauzilah, Mazidah Mukri, and Zainab Mohamed. "Assessment of Soil Dispersibility Behaviour In-Relation to Soil Internal Erosion Resistance." Scientific Research Journal 5, no. 1 (June 30, 2008): 39. http://dx.doi.org/10.24191/srj.v5i1.5652.
Full textAbstract:
A study was conducted to assess soil dispersibility behaviour in-relation to soil internal erosion resistance. Dispersive soils can be a problem for many geotechnical projects and structures. Water flowing in a crack of earth dam or infiltration of rainwater through the crack of slope surface with enough erosion energy can detach the soil particles into suspension and transport it along the movement that will lead to internal erosion process. Soil samples from sloping area within UiTM Shah Alam Campus were collected and a laboratory study was carried out to assess the soil dispersibility behaviour. A laboratory pinhole test and crumb test were conducted to identify soils which are easily dispersed hence susceptible to internal erosion. Indication of the removal of soil particles during testing is a factor in assessing the possibility of internal erosion. Fine-grained soils are known to have low resistance to erosion however laboratory result shows that soils fraction with high coarse-grained percentage has high dispersibility grade that lead to lower internal soil erosion resistance whereas the high moisture content percentage would enhance the dispersibility characteristic of the soils performance.
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Peng, X., Z. B. Zhang, L. L. Wang, and L. Gan. "Does soil compaction change soil shrinkage behaviour?" Soil and Tillage Research 125 (September 2012): 89–95. http://dx.doi.org/10.1016/j.still.2012.04.001.
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Khawmee, K., A. Suddhiprakarn, I. Kheoruenromne, I. Bibi, and B. Singh. "Dissolution behaviour of soil kaolinites in acidic solutions." Clay Minerals 48, no. 3 (June 2013): 447–61. http://dx.doi.org/10.1180/claymin.2013.048.3.02.
Full textAbstract:
AbstractHighly weathered soils of the tropics and subtropics commonly have kaolinitedominated clay fractions. Under acidic conditions prevailing in these soils kaolinite dissolution occurs, contributing to the high levels of soluble Al in these soils. This study evaluates the dissolution behaviour of kaolinites from subsurface horizons of highly weathered soils from Thailand, along with a soil kaolinite from Western Australia (WA kaolinite) and Georgia kaolinite (KGa-2). Kaolinite-dominated clay fractions were isolated from soils by sedimentation and chemically treated to remove iron oxides. The dissolution rate of kaolinites was measured in 0.01 M NaCl as a function of pH (1–4; HCl) at 25±1°C using non-stirred flow-through reactors. Kaolinite dissolution rates were calculated from the release of Al and Si at the steady state. In most of the experiments and at all pH values, the release of both Si and Al underwent a distinct transition from an initial period of rapid release to significantly slower release at the steady state. Aluminium and Si concentrations at the steady state were higher for soil kaolinites than the reference sample (KGa-2). At the steady state the dissolution of all kaolinites was stoichiometric except for the soil kaolinites from Thailand at pH 4, where the Al/Si ratio was well below the stoichiometric ratio. Log dissolution rate (RSi) of soil kaolinites ranged from –13.75 to –12.51, with the dissolution rate increasing significantly with decreasing solution pH. However, the dissolution rate was similar or pH independent between pH 2 and 3, which is the pH range of the point of zero net charge (PZNC) for both soil and reference kaolinites. The dissolution rate of soil kaolinite was significantly higher than the KGa-2 sample at pH < 3. The results obtained on kaolinite samples from highly weathered soils show that in highly acidic systems kaolinite is a source of soluble Al. Soil kaolinites with poorly ordered small crystals dissolve faster than better crystalline reference kaolinite (KGa-2) with larger crystals.
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Todisco, Maria Cristina, and Matthew Richard Coop. "Quantifying “transitional” soil behaviour." Soils and Foundations 59, no. 6 (December 2019): 2070–82. http://dx.doi.org/10.1016/j.sandf.2019.11.014.
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Jefferson, Ian, and Ian Smalley. "Fundamentals of Soil Behaviour." Geoderma 63, no. 3-4 (November 1994): 310–12. http://dx.doi.org/10.1016/0016-7061(94)90074-4.
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Yang, Liming, Junhui Luo, Weiyun Chen, and Yumin Mou. "Amplification of Seismic Response in Poroviscoelastic Soil Layer." Advances in Civil Engineering 2020 (July 11, 2020): 1–12. http://dx.doi.org/10.1155/2020/8824445.
Full textAbstract:
The time-dependent behaviour of saturated soils under static and dynamic loading is generally attributed to the flow-dependent and viscous behaviour of pore fluid. However, the intrinsic energy dissipative effects from the flow-independent viscoelastic behaviour of solid skeleton are not always considered. In this study, the effect of flow-independent viscoelastic behaviour on the seismic amplification of ground soil in vertical and horizontal directions is studied based on a two-phase poroviscoelastic model. A generalized Kelvin–Voigt model is used to define the effective stress in the soils, and the compressibilities of both solid skeleton and pore fluid are considered. The seismic-induced dynamic displacements are analytically derived and are shown to depend on soil layer thickness, soil properties, and ground motion parameters. The formulation neglecting the viscoelastic behaviour of solid skeleton could overestimate both the vertical and horizontal motion amplifications at the surface of ground soil. In addition, the seismic responses of viscoelastic soils are demonstrated to be closely related to the saturation state of surface soil.
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Dr. Ch Bhavannarayana,, Kuppili Harish. "Attentive Study on Strength Characteristics of Expansive Soils on Subgrade of Express Highways by utilisation of RBI Grade-81 and Local Polymers." International Journal for Modern Trends in Science and Technology, no. 8 (August 7, 2020): 104–11. http://dx.doi.org/10.46501/ijmtst060819.
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Chemical stabilization is one of the oldest methods of stabilization of problematic soil. In recent days, it has been investigated that addition of fibers will improve the ductility behavior of the soil there by reducing the development of crack during shrinkage. Extensive study has been carried out on the stabilization of expansive soils using various additives such as RBI, cement, flyash, industrial waste products etc., and also with random inclusion of fibers such as coir, sisal, polyester fibers etc. Randomly oriented tensile inclusions incorporated into soil to improve its load–deformation behaviour by interacting with the soil particles mechanically through surface friction and Effect of Random Inclusion of Coir Fibers on Strength Behaviour of RBI Treated Black Cotton Soil. This project describes the strength behavior of treated black cotton soil (BC soil) reinforced with local fiber. The various percentage of RBI Grade-81 as 2%, 4%, 6% and 8% was used to find out the optimum value of RBI Grade. local polymer has been randomly included into the RBI Grade treated soil at four different percentages of local fiber content, i.e. 0.5%, 1% 1.5%, and 2% (by weight of soil).
Dissertations / Theses on the topic "Soil behaviour"
1
Revanasiddappa, K. "Collapse Behaviour Of Red Soils Of Bangalore District." Thesis, Indian Institute of Science, 2000. https://etd.iisc.ac.in/handle/2005/220.
Full textAbstract:
Collapse phenomenon is exhibited by two types of residual soils. The first category of collapsing residual soils is believed to be transported soils that have undergone post-depositional pedogenesis. The second category of collapsing residual soils is highly weathered and leached soils formed by in-situ weathering of parent rock.
Residual red soils occur in Bangalore District of Karnataka State. Physical and chemical weathering of the gneissic parent rock formed the residual soils of Bangalore District. The red soils of Bangalore District are generally moderate to very highly porous (porosity range 35-50%). These soils are also unsaturated owing to presence of alternate wet and dry seasons and low ground water table.
Moderately to highly porous, unsaturated red soils occur in Pernambuco State of Brazil. These residual soils formed by weathering of gneissic rock significantly collapse on wetting under external pressures. Kaolinite is predominant clay mineral in the red soils of Bangalore and Pernambuco Districts.
Similarities exist in the mode of soil formation, clay mineralogy, porosity and degree of saturation (Sr) values of the red soils from Pernambuco State, Brazil, and Bangalore District. Given the collapsible nature of red soils from Pernambuco State, Brazil, the red soils from Bangalore District also deserve to be examined for their potential to collapse in the compacted and undisturbed conditions.
The roles of initial dry density, compaction water content, clay content and flooding pressure (the external stress at which a laboratory specimen is inundated is termed as flooding pressure in this thesis) in determining the collapse behaviour of compacted soils are well recognized. However, the influences of above parameters on the collapse behaviour of compacted red soil specimens from Bangalore District are
lacking. Such studies are essential as they help to identify the critical compaction parameters (dry density and water content), soil composition, and applied stress level that needs to be controlled by the fill designer in order to minimize wetting-induced collapse.
The importance of matric suction in the collapse behaviour of unsaturated soils is well recognized. Yet, the influence of matric suction in the collapse behaviour of compacted soils has only been indirectly examined by varying the compaction water content/degree of saturation of the soil specimens.
The climate of Bangalore District is characterized by alternate wet and dry seasons which affects the soil microstructure and the matric suction. Both these parameters have a significant influence on collapse behaviour of unsaturated soils. Cyclic wetting and drying is expected to have a significant bearing on the collapse behaviour of residual soils and is therefore examined.
The red soil deposits of Bangalore District are important from foundation engineering view point as they are subjected to structural loading. Owing to the presence of alternate wet and dry seasons and low ground water table, red soil deposits of Bangalore District are more often than not unsaturated. These foundation soils would however be susceptible to increase in moisture content from causes such as infiltration of rainwater, leakage of pipes or watering of lawns and plants. Given the porous and unsaturated nature of undisturbed red soils from Bangalore district, their collapsible nature deserves to be examined for reliable estimation of foundation settlements.
To achieve the above objectives, experiments are performed that study:
1.The influence of variations in compaction dry density, initial water content and matric suction, clay content and flooding pressure on the collapse behaviour of a representative red soil sample from Bangalore District.
2.The influence of repeated wetting and drying on the collapse behaviour of compacted red soil specimens.
3.The collapsible nature of undisturbed red soil samples from different locations in Bangalore District.
The organization of this thesis is as follows:
After the first introductory chapter, a detailed review of literature highlighting the need to study the collapse behaviour of unsaturated red soils of Bangalore District, Karnataka in the compacted and undisturbed states comprises Chapter 2.
Chapter 3 presents a detailed experimental programme of the study. Details of representative and undisturbed red soil samples from Bangalore District, Karnataka State, India were used in the study are provided. Determination of collapse potential of compacted and undisturbed soil specimens using conventional oedometer is discussed. Determination of matric suction of compacted and undisturbed specimens by ASTM Filter paper method and pore size distributions by mercury intrusion porosimetry is detailed. Methods to perform cyclic wetting and drying of compacted red soil specimens in modified oedometer assemblies is detailed. These experiments are performed to examine the influence of cyclic wetting and drying on the collapse behaviour of compacted red soil specimens.
Chapter 4 examines the collapse behaviour of a compacted red soil from Bangalore District. The influence of variations in compaction dry density, initial water content and matric suction, flooding pressure and clay content on the collapse behaviour of the representative red soil from Bangalore District are examined. Besides measuring the initial matric suction of the compacted red soil specimens, mercury intrusion porosimetry was performed on selected compacted red soil specimens. Experimental results showed that compacted red soils from Bangalore District exhibited tendency to swell and collapse at the experimental range of densities and water contents. Red soil specimens compacted to relative compactions > 90 % at water contents below OMC swelled at flooding pressures lower than 200 kPa. Red soil specimens compacted to relative compactions < 90 % at water contents below OMC significantly collapsed at flooding pressures larger than 200 kPa. Hence maintenance of the design water content during construction of compacted red soil fills is essential to minimize wetting induced volume changes. Experiments showed that the relative abundance of coarse pores (60 to 6 μm, pore radius) were mainly affected on increasing the relative compaction of the specimens from 84 % (dry density = 1.49 Mg/m3) to 100 % (dry density = 1.77 Mg/m3). The relative abundance of the coarse and fine (0.01 to 0.002 μm) pores were both affected on increasing the compaction water content from 10.6 to 26.4 %. These variations in pore size distributions provided better insight into the variations of collapse potential with variations in compaction parameters. ASTM filter paper method showed that for the selected compaction conditions the initial matric suction of the compacted red soil specimens varied between 60 and 10,000 kPa. Further, variations in degree of saturation at a constant relative compaction or variations in relative compaction at a constant degree of soil saturation notably affected the matric suction of the compacted soil specimens. It was also inferred that a clay soil with a higher liquid limit is characterized by a higher matric suction at a given water content. Variations in clay content affected the collapse potentials of soil specimens compacted to dry densities of 1.49 and 1.66 Mg/m3. These specimens exhibited maximum collapse at about 26 % clay content. It is suggested that greater destabilization of inter-particle contacts caused by loss of matric suction on flooding was primarily responsible for the soil specimen containing the critical clay content of 26 % to exhibit maximum collapse potential. Increase in initial dry density, initial water content, clay content of the soil specimen and flooding pressure increased the time-duration of collapse of the compacted soil specimens. The time-duration of collapse was observed to range between 3 and 100 minutes for the tested specimens.
Chapter 5 examines the influence of alternate wetting and drying on the collapse behaviour of compacted red soil specimens of Bangalore District. The compacted specimens were subjected to alternate wetting and drying cycles at surcharge pressures of 6.25 and 50 kPa in modified oedometer assemblies. Studies were also performed to examine whether the initial placement conditions have any bearing on the collapse behaviour of red soil specimens subjected to four cycles of wetting and drying. Mercury intrusion porosimetry was performed on a few desiccated red soil specimens. Experimental results showed that cyclic wetting and drying caused the desiccated specimens to exhibit similar or lower swell and collapse potentials than the compacted specimens. Such a behaviour resulted despite the desiccated specimens (specimens subjected to four cycles of wetting and drying are termed as desiccated specimens) possessing similar void ratios but much lower water contents than the compacted specimens. The restraining influence of the desiccation bonds and alteration of soil structure is considered responsible for the reduced swell and collapse tendencies of the desiccated specimens. The desiccation bonds imparted higher apparent preconsolidation pressures to the desiccated specimens. The initial compaction conditions also have a strong bearing on the collapse potentials of the desiccated specimens. Compacted red soil specimens subjected to cyclic wetting and drying under a higher surcharge pressure of 50 kPa exhibited larger swell potentials and lower collapse potentials than specimens desiccated at 6.25 kPa. Besides their lower void ratios, the presence of stronger desiccation bonds also contributed to their lower collapse potentials. The presence of stronger desiccation bonds in specimens desiccated under higher surcharge pressure was indicated by their higher apparent preconsolidation pressures.
Chapter 6 examines the collapse behaviour of undisturbed red soil specimens from three locations in Bangalore District at a range of flooding pressures. Studies on the variations in initial water content and effect of remoulding on the collapse behaviour of the undisturbed specimens is supplemented by measuring the initial matric suction and performing mercury intrusion porosimetry experiments. Experimental results showed that based on their collapse potential at 200 kPa, the undisturbed red soils of Bangalore District classified as troublesome to moderately troublesome foundation soils. The bonded structure of the undisturbed red soil specimens imparted them higher apparent preconsolidation pressures and lower swell/collapse potentials than their remoulded counterparts. Variations in in-situ dry density, degree of saturation and relative distribution of pore sizes affected the matric suction and collapse potentials of the undisturbed specimens
Chapter 7 summarizes the conclusions of this thesis.
2
Revanasiddappa, K. "Collapse Behaviour Of Red Soils Of Bangalore District." Thesis, Indian Institute of Science, 2000. http://hdl.handle.net/2005/220.
Full textAbstract:
Collapse phenomenon is exhibited by two types of residual soils. The first category of collapsing residual soils is believed to be transported soils that have undergone post-depositional pedogenesis. The second category of collapsing residual soils is highly weathered and leached soils formed by in-situ weathering of parent rock.
Residual red soils occur in Bangalore District of Karnataka State. Physical and chemical weathering of the gneissic parent rock formed the residual soils of Bangalore District. The red soils of Bangalore District are generally moderate to very highly porous (porosity range 35-50%). These soils are also unsaturated owing to presence of alternate wet and dry seasons and low ground water table.
Moderately to highly porous, unsaturated red soils occur in Pernambuco State of Brazil. These residual soils formed by weathering of gneissic rock significantly collapse on wetting under external pressures. Kaolinite is predominant clay mineral in the red soils of Bangalore and Pernambuco Districts.
Similarities exist in the mode of soil formation, clay mineralogy, porosity and degree of saturation (Sr) values of the red soils from Pernambuco State, Brazil, and Bangalore District. Given the collapsible nature of red soils from Pernambuco State, Brazil, the red soils from Bangalore District also deserve to be examined for their potential to collapse in the compacted and undisturbed conditions.
The roles of initial dry density, compaction water content, clay content and flooding pressure (the external stress at which a laboratory specimen is inundated is termed as flooding pressure in this thesis) in determining the collapse behaviour of compacted soils are well recognized. However, the influences of above parameters on the collapse behaviour of compacted red soil specimens from Bangalore District are
lacking. Such studies are essential as they help to identify the critical compaction parameters (dry density and water content), soil composition, and applied stress level that needs to be controlled by the fill designer in order to minimize wetting-induced collapse.
The importance of matric suction in the collapse behaviour of unsaturated soils is well recognized. Yet, the influence of matric suction in the collapse behaviour of compacted soils has only been indirectly examined by varying the compaction water content/degree of saturation of the soil specimens.
The climate of Bangalore District is characterized by alternate wet and dry seasons which affects the soil microstructure and the matric suction. Both these parameters have a significant influence on collapse behaviour of unsaturated soils. Cyclic wetting and drying is expected to have a significant bearing on the collapse behaviour of residual soils and is therefore examined.
The red soil deposits of Bangalore District are important from foundation engineering view point as they are subjected to structural loading. Owing to the presence of alternate wet and dry seasons and low ground water table, red soil deposits of Bangalore District are more often than not unsaturated. These foundation soils would however be susceptible to increase in moisture content from causes such as infiltration of rainwater, leakage of pipes or watering of lawns and plants. Given the porous and unsaturated nature of undisturbed red soils from Bangalore district, their collapsible nature deserves to be examined for reliable estimation of foundation settlements.
To achieve the above objectives, experiments are performed that study:
1.The influence of variations in compaction dry density, initial water content and matric suction, clay content and flooding pressure on the collapse behaviour of a representative red soil sample from Bangalore District.
2.The influence of repeated wetting and drying on the collapse behaviour of compacted red soil specimens.
3.The collapsible nature of undisturbed red soil samples from different locations in Bangalore District.
The organization of this thesis is as follows:
After the first introductory chapter, a detailed review of literature highlighting the need to study the collapse behaviour of unsaturated red soils of Bangalore District, Karnataka in the compacted and undisturbed states comprises Chapter 2.
Chapter 3 presents a detailed experimental programme of the study. Details of representative and undisturbed red soil samples from Bangalore District, Karnataka State, India were used in the study are provided. Determination of collapse potential of compacted and undisturbed soil specimens using conventional oedometer is discussed. Determination of matric suction of compacted and undisturbed specimens by ASTM Filter paper method and pore size distributions by mercury intrusion porosimetry is detailed. Methods to perform cyclic wetting and drying of compacted red soil specimens in modified oedometer assemblies is detailed. These experiments are performed to examine the influence of cyclic wetting and drying on the collapse behaviour of compacted red soil specimens.
Chapter 4 examines the collapse behaviour of a compacted red soil from Bangalore District. The influence of variations in compaction dry density, initial water content and matric suction, flooding pressure and clay content on the collapse behaviour of the representative red soil from Bangalore District are examined. Besides measuring the initial matric suction of the compacted red soil specimens, mercury intrusion porosimetry was performed on selected compacted red soil specimens. Experimental results showed that compacted red soils from Bangalore District exhibited tendency to swell and collapse at the experimental range of densities and water contents. Red soil specimens compacted to relative compactions > 90 % at water contents below OMC swelled at flooding pressures lower than 200 kPa. Red soil specimens compacted to relative compactions < 90 % at water contents below OMC significantly collapsed at flooding pressures larger than 200 kPa. Hence maintenance of the design water content during construction of compacted red soil fills is essential to minimize wetting induced volume changes. Experiments showed that the relative abundance of coarse pores (60 to 6 μm, pore radius) were mainly affected on increasing the relative compaction of the specimens from 84 % (dry density = 1.49 Mg/m3) to 100 % (dry density = 1.77 Mg/m3). The relative abundance of the coarse and fine (0.01 to 0.002 μm) pores were both affected on increasing the compaction water content from 10.6 to 26.4 %. These variations in pore size distributions provided better insight into the variations of collapse potential with variations in compaction parameters. ASTM filter paper method showed that for the selected compaction conditions the initial matric suction of the compacted red soil specimens varied between 60 and 10,000 kPa. Further, variations in degree of saturation at a constant relative compaction or variations in relative compaction at a constant degree of soil saturation notably affected the matric suction of the compacted soil specimens. It was also inferred that a clay soil with a higher liquid limit is characterized by a higher matric suction at a given water content. Variations in clay content affected the collapse potentials of soil specimens compacted to dry densities of 1.49 and 1.66 Mg/m3. These specimens exhibited maximum collapse at about 26 % clay content. It is suggested that greater destabilization of inter-particle contacts caused by loss of matric suction on flooding was primarily responsible for the soil specimen containing the critical clay content of 26 % to exhibit maximum collapse potential. Increase in initial dry density, initial water content, clay content of the soil specimen and flooding pressure increased the time-duration of collapse of the compacted soil specimens. The time-duration of collapse was observed to range between 3 and 100 minutes for the tested specimens.
Chapter 5 examines the influence of alternate wetting and drying on the collapse behaviour of compacted red soil specimens of Bangalore District. The compacted specimens were subjected to alternate wetting and drying cycles at surcharge pressures of 6.25 and 50 kPa in modified oedometer assemblies. Studies were also performed to examine whether the initial placement conditions have any bearing on the collapse behaviour of red soil specimens subjected to four cycles of wetting and drying. Mercury intrusion porosimetry was performed on a few desiccated red soil specimens. Experimental results showed that cyclic wetting and drying caused the desiccated specimens to exhibit similar or lower swell and collapse potentials than the compacted specimens. Such a behaviour resulted despite the desiccated specimens (specimens subjected to four cycles of wetting and drying are termed as desiccated specimens) possessing similar void ratios but much lower water contents than the compacted specimens. The restraining influence of the desiccation bonds and alteration of soil structure is considered responsible for the reduced swell and collapse tendencies of the desiccated specimens. The desiccation bonds imparted higher apparent preconsolidation pressures to the desiccated specimens. The initial compaction conditions also have a strong bearing on the collapse potentials of the desiccated specimens. Compacted red soil specimens subjected to cyclic wetting and drying under a higher surcharge pressure of 50 kPa exhibited larger swell potentials and lower collapse potentials than specimens desiccated at 6.25 kPa. Besides their lower void ratios, the presence of stronger desiccation bonds also contributed to their lower collapse potentials. The presence of stronger desiccation bonds in specimens desiccated under higher surcharge pressure was indicated by their higher apparent preconsolidation pressures.
Chapter 6 examines the collapse behaviour of undisturbed red soil specimens from three locations in Bangalore District at a range of flooding pressures. Studies on the variations in initial water content and effect of remoulding on the collapse behaviour of the undisturbed specimens is supplemented by measuring the initial matric suction and performing mercury intrusion porosimetry experiments. Experimental results showed that based on their collapse potential at 200 kPa, the undisturbed red soils of Bangalore District classified as troublesome to moderately troublesome foundation soils. The bonded structure of the undisturbed red soil specimens imparted them higher apparent preconsolidation pressures and lower swell/collapse potentials than their remoulded counterparts. Variations in in-situ dry density, degree of saturation and relative distribution of pore sizes affected the matric suction and collapse potentials of the undisturbed specimens
Chapter 7 summarizes the conclusions of this thesis.
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Limprasert, Tawan. "Behaviour of soil, soil-cement and soil-cement-fiber under multiaxial test." Ohio University / OhioLINK, 1995. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1179260769.
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Grieger, Gayle. "The effect of mineralogy and exchangeable magnesium on the dispersive behaviour of weakly sodic soils /." Title page, table of contents and abstract only, 1999. http://web4.library.adelaide.edu.au/theses/09PH/09phg8478.pdf.
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Trautner, Andreas. "On soil behaviour during field traffic /." Uppsala : Dept. of Soil Sciences, Swedish Univ. of Agricultural Sciences, 2003. http://epsilon.slu.se/a372.pdf.
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Thomas, Stephen David. "The consolidation behaviour of gassy soil." Thesis, University of Oxford, 1987. http://ora.ox.ac.uk/objects/uuid:f13acb0c-3e1b-4122-b497-341869846561.
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The consolidation behaviour of gassy soil has been studied in a programme of experimental and theoretical research. This research is of particular importance to the offshore geotechnical industry as the presence of gas in the seabed can have a dramatic effect on the material properties of a marine sediment. Initial numerical modelling based on existing unsaturated soil theory combining the gas and the water phase into a compressible fluid in the pores of compressible soil skeleton failed to simulate the soil behaviour previously observed experimentally at Oxford. Therefore, there was scope for further study in this field. Chapters 2 to 4 describe the experimental preparation, consolidation technique and experimental results of the two series of tests on artificially prepared gassy soil samples. The results of these tests indicated that the gas appeared to be affected by the total stress rather than the pore water pressure, with the saturated soil matrix outside the gas voids being controlled by the consolidation stress. Chapter 5 presents the one-dimensional numerical modelling of the experimental results. Poor simulations were again made using compressible fluid theory. Treating the gas as compressible solid inclusions embedded in a saturated soil matrix, however, resulted in excellent simulations of the observed pore water pressures and settlements. Chapter 6 attempts to explain the results of the experimental and numerical modelling in terms of elastic and plastic soil behaviour. This includes the introduction to the double compressibility model in which the deformation behaviour of the saturated matrix is governed by changes in consolidation stress, whereas that of the gas is governed by changes in total stress. Chapter 7 presents the development of the governing gassy soil consolidation equations under both plane strain and axisymmetric conditions. Chapter 8 describes the approximation of the governing consolidation equations using the Galerkin finite element method in terms of nodal displacements and pore water pressures. The resulting finite element approximation is subsequently formulated for rectangular elements under plane strain and axisymmetric conditions in Chapter 9. The remainder of the thesis describes the structure of the finite element model DCFEM2 and the constitutive relationships that are required for such a model. The code is verified with existing analytical solutions and then is used to simulate the observed gassy soil behaviour under laboratory and field conditions.
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Elkassas, Ahmed Samih Ibrahim. "Numerical modelling of unsaturated soil behaviour." Thesis, University of Exeter, 2006. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.436306.
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Milham, Paul J. "The behaviour of cadmium in soil." Thesis, View thesis, 2008. http://handle.uws.edu.au:8081/1959.7/39519.
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Long-term low-level ingestion of cadmium (Cd) causes human health problems, and in Australia, vegetables supply ~40% of the Cd in the typical diet. Plants take up Cd from the soil; however, the uptake is poorly predicted by simple soil tests, such as the total concentration of Cd (Cdt). Therefore, a greater understanding of Cd behaviour in soils is needed to improve the prediction of Cd uptake by plants and open a new path to minimise the risks for human health. The objectives of the research in this thesis were to: identify key soil properties affecting Cd behaviour, identify/develop selective methods to measure them, and to formulate a conceptual model of Cd partitioning. These objectives were based on the hypothesis that empirical modelling informed by a better understanding of Cd chemistry would accurately describe Cd partitioning in soil. To test the hypothesis, the key properties were measured on soils from the peri-urban fringe of Greater Sydney (n = 41) and a series of models of increasing complexity were fitted to the data. A model with three explanatory variables— log10 Cdt, pH and log10 ECEC (effective cation exchange capacity)—explained
94.6% of variation in log10 CdCa (the concentration of Cd in solution in a suspension of soil in 10 mM CaCl2), which strongly supported the hypothesis. The study also indicated that the explanatory variables, Cdt, pH and ECEC, may describe Cd behaviour in many soils, and that for these general models, partition coefficients, such as log10 (Cdt/CdCa), are unsuitable dependent variables. The preceding model used Cdt as an explanatory variable, notwithstanding that labile Cd (CdE) was mechanistically preferable. However, CdE can only be measured using isotopic techniques: a requirement that has constrained the evaluation of CdE as an index of Cd behaviour and bioavailability. Therefore, a simple proxy measure of CdE was investigated. The literature indicated that solutions of chloride salts might selectively extract CdE, and Cd extracted into 1 M NH4Cl (CdNH4Cl) was compared with CdE measured by stable isotope dilution ICPMS. For 23 soils from the partitioning study, 1 M NH4Cl failed to completely extract CdE, unless the pH was less than 5. The cause(s) of this effect will be investigated with the aim of developing a universally applicable measure of CdE that does not require isotopic measurements. All models of Cd uptake by plants rely on soil properties measured on homogenised samples, although the distribution and bioavailability of Cd vary spatially in the field. Were such variability to increase at the micro-scale, its effects could erode the accuracy with which models could predict Cd behaviour and uptake. Consequently, I tested whether the distribution of Cd could be mapped by using synchrotron micro-x-ray fluorescence spectroscopy (micro- XRFS): the most sensitive method of observation. The soils examined contained 0.3–6.4 mg Cd/kg, i.e. were typical agricultural soils, and one was spiked to ~100 mg Cd/kg. Micro-XRFS mapped the Cd in the spiked soil, and in one particle in the other soils. For typical agricultural soils, the sensitivity realised in this study would have been sufficient to characterise the average Cd binding site, but fell at least 10-fold below that needed to map the Cd distribution in them. The research satisfied the objectives, advanced knowledge of Cd behaviour in soils, and provided new research leads. These leads include the possibility of developing general models of Cd partitioning in soils, derivatives of which may predict Cd uptake by plants. The accuracy of these models may be strengthened by the use of CdE as an explanatory variable, but may be weakened by the effects of in situ variation in the distribution of Cd. The benefits to human health of agricultural practices that decrease dietary Cd justify continuation of research to develop models that accurately predict Cd uptake by plants.
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Milham, Paul J. "The behaviour of cadmium in soil." View thesis, 2008. http://handle.uws.edu.au:8081/1959.7/39519.
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Thesis (Ph.D.) -- University of Western Sydney, 2008.A thesis submitted to the University of Western Sydney, College of Health and Science, Centre for Plant and Food Science, in fulfilment of the requirements for the degree of Doctor of Philosophy. Includes bibliographical references.
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So, Tze-chung. "Engineering behaviour of Hong Kong marine clay during vacuum preloading." Click to view the E-thesis via HKUTO, 2009. http://sunzi.lib.hku.hk/hkuto/record/B41634147.
Full textBooks on the topic "Soil behaviour"
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Soil behaviour and critical state soil mechanics. Cambridge [England]: Cambridge University Press, 1990.
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Katti, R. K. Behaviour of saturated expansive soil and control methods. Lisse [Netherlands]: Balkema, 2002.
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Katti, R. K. Behaviour of saturated expansive soil and control methods. Rotterdam: Balkema, 1994.
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Murray, E. J. Unsaturated soils: A fundamental interpretation of soil behaviour. Chichester, West Sussex, U.K: Wiley-Blackwell, 2010.
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1937-, Nakano Masashi, and Pusch Roland, eds. Environmental soil properties and behaviour. Boca Raton, FL: CRC Press, 2012.
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Yong, R. N. Environmental soil properties and behaviour. Boca Raton, FL: CRC Press, 2012.
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J, Jardine R., and Institution of Civil Engineers (Great Britain), eds. Pre-failure deformation behaviour of geomaterials. London: Thomas Telford, 1998.
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Mašín, David. Modelling of Soil Behaviour with Hypoplasticity. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-03976-9.
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Nagaraj, T. S. Analysis and prediction of soil behaviour. New Delhi: Wiley Eastern, 1994.
Find full textBook chapters on the topic "Soil behaviour"
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Puzrin, Alexander M. "Modelling Soil Behaviour." In Constitutive Modelling in Geomechanics, 109–14. Berlin, Heidelberg: Springer Berlin Heidelberg, 2012. http://dx.doi.org/10.1007/978-3-642-27395-7_9.
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Behra, Philippe. "Behaviour of Metals." In Soil and Groundwater Pollution, 155–64. Dordrecht: Springer Netherlands, 1995. http://dx.doi.org/10.1007/978-94-015-8587-3_33.
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De Haan, F. A. M., and W. H. Van Riemsdijk. "Behaviour of Inorganic Contaminants in Soil." In Contaminated Soil, 19–32. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-5181-5_3.
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van Straalen, Nico M. "Mate Choice, Brood Care and Predatory Behaviour." In Soil Invertebrates, 179–222. Boca Raton: CRC Press, 2023. http://dx.doi.org/10.1201/9780429172830-5.
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Logan, E. M., G. T. Cook, H. J. Duncan, A. B. MacKenzie, and I. D. Pulford. "Radiocaesium Behaviour in Scottish Upland Soils." In Soil & Environment, 737–38. Dordrecht: Springer Netherlands, 1995. http://dx.doi.org/10.1007/978-94-011-0415-9_199.
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Calmano, W., U. Förstner, M. Kersten, and D. Krause. "Behaviour of Dredged Mud after Stabilization with Different Additives." In Contaminated Soil, 737–46. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-5181-5_83.
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Verruijt, Arnold. "Undrained Behaviour of Soils." In An Introduction to Soil Mechanics, 197–204. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-61185-3_24.
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Alloway, B. J., and Hilary Morgan. "The Behaviour and Availability of Cd, Ni and Pb in Polluted Soils." In Contaminated Soil, 101–13. Dordrecht: Springer Netherlands, 1986. http://dx.doi.org/10.1007/978-94-009-5181-5_9.
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Anawar, Hossain M., Vladimir Strezov, Farjana Akter, Md Abdul Kader, and Zakaria M. Solaiman. "Impact of Biochar on Soil Fertility and Behaviour of Xenobiotics in Soil." In Soil Biology, 299–318. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-47744-2_20.
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van Riemsdijk, W. H., J. C. M. de Wit, M. M. Nederlof, L. K. Koopal, and F. A. M. de Haan. "Physico-Chemical Models for Metal ion Behaviour in Soil." In Contaminated Soil ’90, 359–66. Dordrecht: Springer Netherlands, 1990. http://dx.doi.org/10.1007/978-94-011-3270-1_77.
Full textConference papers on the topic "Soil behaviour"
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Thusyanthan, Indrasenan. "Seabed Soil Classification, Soil Behaviour, and Pipeline Design." In Offshore Technology Conference. Offshore Technology Conference, 2012. http://dx.doi.org/10.4043/23297-ms.
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Marin, Marin. "PHENOMENA CHARACTERIZING THE RHEOLOGICAL SOIL BEHAVIOUR." In 13th SGEM GeoConference on SCIENCE AND TECHNOLOGIES IN GEOLOGY, EXPLORATION AND MINING. Stef92 Technology, 2013. http://dx.doi.org/10.5593/sgem2013/ba1.v2/s02.039.
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Raju, Devika. "AN EXPERIMENTAL INVESTIGATION ON BEHAVIOUR OF TIMBER PILE GROUPS IN SANDY SOIL." In International Conference on Innovations in Computing Materials & Communication Technologies. San International Scientific Publications, 2023. http://dx.doi.org/10.59646/proceedings/003.
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Pile raft foundation is relatively new approach for design of pile group in which pile cap was considered in contact with soil and designed as raft that transfer partial load of superstructure to soil. The design of pile raft foundation is no t a simple problem as many interaction effect as pile to pile, pile to soil, pile to raft and raft to soil are involved and effect the design considerable. In this study, an experimental investigation has been carried out on a sufficiently large model in laboratory to observe the effect of various parameters such as effect on load carrying capacity of pile raft on diameter, length of pile, pile surface roughness, relative density of sand. A Timber piles can also be driven for ground improvement, to densify loose granular soils.
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Liyanapathirana, D. S., and H. G. Poulos. "Behaviour of Pile Groups in Liquefying Soil." In GeoCongress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40803(187)169.
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Deepa, B. R., and R. G. Robinson. "Deformation Behaviour of Soil Under Vacuum Consolidation." In International Symposium on Ground Improvement Technologies and Case Histories. Singapore: Research Publishing Services, 2009. http://dx.doi.org/10.3850/gi069.
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Ali, M. M. Y., and J. Kuwano. "The Behaviour of Embankment Soil with Time." In GeoCongress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412121.045.
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Sun, D. A., D. C. Sheng, H. B. Cui, and J. Li. "Effect of Density on the Soil-Water-Retention Behaviour of Compacted Soil." In Fourth International Conference on Unsaturated Soils. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40802(189)110.
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Cubrinovski, Misko, and Sean Rees. "Effects of Fines on Undrained Behaviour of Sands." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)91.
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Callisto, Luigi, Fabio M. Soccodato, and Riccardo Conti. "Analysis of the Seismic Behaviour of Propped Retaining Structures." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)147.
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Semblat, J. F., G. Gary, and M. P. Luong. "Dynamic Response of Soil Under S.H.P.B. Loading." In ASME 1995 Design Engineering Technical Conferences collocated with the ASME 1995 15th International Computers in Engineering Conference and the ASME 1995 9th Annual Engineering Database Symposium. American Society of Mechanical Engineers, 1995. http://dx.doi.org/10.1115/detc1995-0552.
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Abstract Soil dynamic response has been little investigated under fast loading conditions. Split Hopkinson Pressure Bar method leads to the determination of dynamic behaviour of various materials. A special experimental device called three-dimensional S.H.P.B provides dynamic response of soil specimens in both axial and radial directions (oedometric tests). Comparisons with other loading paths (mean and deviatoric stresses) give usefull elements on granular soil behaviour under high strain rates. The results are also analysed at grain-size scale (grain-size distribution, fracture energy). Experimental results show that 3D-Split Hopkinson Pressure Bar is a promising tool for laboratory dynamic testing on soils.
Reports on the topic "Soil behaviour"
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Taylor, Oliver-Denzil, Amy Cunningham,, Robert Walker, Mihan McKenna, Kathryn Martin, and Pamela Kinnebrew. The behaviour of near-surface soils through ultrasonic near-surface inundation testing. Engineer Research and Development Center (U.S.), September 2021. http://dx.doi.org/10.21079/11681/41826.
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Seismometers installed within the upper metre of the subsurface can experience significant variability in signal propagation and attenuation properties of observed arrivals due to meteorological events. For example, during rain events, both the time and frequency representations of observed seismic waveforms can be significantly altered, complicating potential automatic signal processing efforts. Historically, a lack of laboratory equipment to explicitly investigate the effects of active inundation on seismic wave properties in the near surface prevented recreation of the observed phenomena in a controlled environment. Presented herein is a new flow chamber designed specifically for near-surface seismic wave/fluid flow interaction phenomenology research, the ultrasonic near-surface inundation testing device and new vp-saturation and vs-saturation relationships due to the effects of matric suction on the soil fabric.
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King and Jack. L51906 The Role of Redox and Corrosion Potentials in the Corrosion of Line Pipe Steel. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), September 2001. http://dx.doi.org/10.55274/r0010374.
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A combined lab and field program has been performed to study the external corrosion behaviour of buried linepipe. The overall aim of the project was to attempt to correlate pipe damage with measurable soil properties, in particular the redox potential as measured by buried soil probes. The lab component of the project involved the measurement of weight-loss corrosion rates in three types of soil, under saturated and as-received moisture conditions, and under permanently aerobic, permanently anaerobic or cyclic anaerobic/aerobic redox conditions. The soil conditions and coupon corrosion potentials were monitored during the course of the tests. In the field component of the study, pipe-depth soil properties were monitored using permanent NOVAProbes to measure the redox potential, soil resistivity, pH and temperature. Daily readings were taken at some locations with the aid of a custom-designed datalogger. Corrosion information was obtained from buried weight-loss or electrochemical coupons, from pipe excavations or from data from repeat in-line inspection runs.
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Oliynyk, Kateryna, and Matteo Ciantia. Application of a finite deformation multiplicative plasticity model with non-local hardening to the simulation of CPTu tests in a structured soil. University of Dundee, December 2021. http://dx.doi.org/10.20933/100001230.
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In this paper an isotropic hardening elastoplastic constitutive model for structured soils is applied to the simulation of a standard CPTu test in a saturated soft structured clay. To allow for the extreme deformations experienced by the soil during the penetration process, the model is formulated in a fully geometric non-linear setting, based on: i) the multiplicative decomposition of the deformation gradient into an elastic and a plastic part; and, ii) on the existence of a free energy function to define the elastic behaviour of the soil. The model is equipped with two bonding-related internal variables which provide a macroscopic description of the effects of clay structure. Suitable hardening laws are employed to describe the structure degradation associated to plastic deformations. The strain-softening associated to bond degradation usually leads to strain localization and consequent formation of shear bands, whose thickness is dependent on the characteristics of the microstructure (e.g, the average grain size). Standard local constitutive models are incapable of correctly capturing this phenomenon due to the lack of an internal length scale. To overcome this limitation, the model is framed using a non-local approach by adopting volume averaged values for the internal state variables. The size of the neighbourhood over which the averaging is performed (characteristic length) is a material constant related to the microstructure which controls the shear band thickness. This extension of the model has proven effective in regularizing the pathological mesh dependence of classical finite element solutions in the post-localization regime. The results of numerical simulations, conducted for different soil permeabilities and bond strengths, show that the model captures the development of plastic deformations induced by the advancement of the cone tip; the destructuration of the clay associated with such plastic deformations; the space and time evolution of pore water pressure as the cone tip advances. The possibility of modelling the CPTu tests in a rational and computationally efficient way opens a promising new perspective for their interpretation in geotechnical site investigations.
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Zhang, Xingyu, Matteo Ciantia, Jonathan Knappett, and Anthony Leung. Micromechanical study of potential scale effects in small-scale modelling of sinker tree roots. University of Dundee, December 2021. http://dx.doi.org/10.20933/100001235.
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When testing an 1:N geotechnical structure in the centrifuge, it is desirable to choose a large scale factor (N) that can fit the small-scale model in a model container and avoid unwanted boundary effects, however, this in turn may cause scale effects when the structure is overscaled. This is more significant when it comes to small-scale modelling of sinker root-soil interaction, where root-particle size ratio is much lower. In this study the Distinct Element Method (DEM) is used to investigate this problem. The sinker root of a model root system under axial loading was analysed, with both upward and downward behaviour compared with the Finite Element Method (FEM), where the soil is modelled as a continuum in which case particle-size effects are not taken into consideration. Based on the scaling law, with the same prototype scale and particle size distribution, different scale factors/g-levels were applied to quantify effects of the ratio of root diameter (𝑑𝑟) to mean particle size (𝐷50) on the root rootsoil interaction.
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Liu and Nixon. L52305 Probabilistic Analysis of Pipeline Uplift Resistance. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), June 2010. http://dx.doi.org/10.55274/r0000002.
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To investigate the feasibility of probabilistic analyses of the peak uplift resistance in frozen soils by varying parameters that are known to be important for the development of the uplift resistance under the upward movement of a pipe. A buried pipeline will be subjected to a variety of forces, both internal and external, including the interaction of the pipe with the surrounding soil. The soil-pipe interaction in permafrost regions have to account for the behavior of frozen and unfrozen soil, and transitions between the two as the pipeline traverses in a discontinuous permafrost zone. The variations in the properties and behavior of frozen soils are expected to be substantial in three dimensions of the Right-of-Way (ROW) and with time (seasonal fluctuations and changes with the history of pipeline operation). Given the uncertainties with frozen soil properties and the changes in behavior with time and location, a large variation in soil-pipe interaction characteristics can exist. The uplift resistance of a pipeline is one of these soil-pipe interactions that can be impacted by a variation in soil condition and state. A need was identified to outline the use of a probabilistic analysis of pipe uplift resistance in an attempt to capture the magnitude of these variations and uncertainties of frozen soil and the impact on the soil-pipe interaction. The probabilistic analysis allows the designer of a pipeline to consider a range of uplift resistance to a certain confidence level that would represent the likely values that a pipe may be subjected to. The work presented in this report is more focused on the methodology of the probabilistic approach, rather than the analysis itself for a specific design case, even though an example is provided for illustration purposes. A series of numerical simulations using Fast Lagrangian Analysis of Continua (FLAC) were completed varying one parameter with each run to develop a library of peak uplift resistances for a variety of different temperatures, soil properties and pipe parameters. The FLAC model was previously developed for PRC, a summary of this report is provided here to outline important parameters that were used to complete this analysis. The simulations were used to develop a correlation of peak uplift resistance as a function of soil tensile strain limit, modulus of deformation, and creep of frozen soils. Each of these parameters is dependent of the pipeline conditions such as temperature, displacement rate, and effective frozen cover depth. It is noted that the scope of the work was to develop a probabilistic method of estimating peak uplift resistance in frozen soils. Even though some sensitivity analysis were carried out, as outlined later in this report, to assess the impacts of the variable, detailed uncertainty analysis or risk assessment were not performed.
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Benaroya, H. Uncertainties in Soil Constitutive Behavior. Revision. Fort Belvoir, VA: Defense Technical Information Center, February 1989. http://dx.doi.org/10.21236/ada205924.
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Meinken, G. E. Technetium Behavior and Recovery in Soil. Office of Scientific and Technical Information (OSTI), December 1995. http://dx.doi.org/10.2172/944116.
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Han. L51585 Effects of Seasonal Variations on Requirements to Prevent Corrosion in Soils. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), December 1988. http://dx.doi.org/10.55274/r0010092.
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It has been widely recognized that the pipe-to-soil potential of pipelines under cathodic protection varies seasonally, depending primarily on the soil moisture content. In dry seasons, for instance, the pipe-to-soil potential becomes less negative so that meeting the -0.85 V (Cu/CuS04) criterion can be difficult if not impossible. The American Gas Association (AGA) through the Pipeline Research Council International, Inc. (PRCI), accordingly, initiated a research program at Battelle Columbus Division to study the effects of soil moisture content on corrosion and cathodic protection of underground pipelines. Cathodic protection is widely used for preventing corrosion in underground, buried structures. The overall objective of this research was to examine the effects of seasonal variations in soil moisture on the cathodic protection requirements to prevent corrosion of pipe steel in soils. The research consisted of four major tasks: Task 1: Characterization of the Effects of Moisture Content; consisted of a series of laboratory experiments in which the electrochemical behavior of pipe steel in soils of different moisture contents were examined. Task 2: Characterization of the Effects of Cyclic Moisture Fluctuations; was concerned with evaluating, through another series of laboratory tests, the effects of seasonal moisture fluctuations on the electrochemical behavior of cathodically-protected pipe steel. Task 3: Cathodic Protection Requirements as a Function of Moisture Content; consisted of analyzing the results of Tasks 1 and 2 and thereby assessing the cathodic protection potential and current requirements as a function of soil moisture content. Task 4: Field Tests; was concerned with verifying the laboratory results, obtained in Tasks 1, 2, and 3, in the field. This verification was done by (1) comparing and correlating the laboratory results with available field data from other PRCI funded projects and (2) performing a limited field test.
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Morgan. L51992 Centrifuge Modeling of Frost Heave of Chilled Buried Pipelines. Chantilly, Virginia: Pipeline Research Council International, Inc. (PRCI), March 2005. http://dx.doi.org/10.55274/r0010951.
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This project considers some of the geotechnical and geothermal engineering issues that will need to be considered for the design and construction of large diameter gas transmission pipelines from the arctic production areas to southern markets. The challenges relate to determination of the frost heave and thaw settlement behaviour of a pipeline as it crosses from areas of continuous permafrost, through discontinuous zones to completely unfrozen ground conditions. The use of chilled gas will overcome some problems in already frozen ground but will cause frost heave where a frost bulb is formed through unfrozen ground. A series of centrifuge tests to model a 1.22m (48�) diameter pipeline, 25m (82) long has been performed to investigate the effects of frost heave on chilled buried gas pipelines. The use of centrifuge tests allows reduced scale models to be tested under similar geotechnical stress conditions and in significantly shorter duration than at full-scale. In addition, the use of engineered artificial soil allows a range of site conditions to be investigated.
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Shmulevich, Itzhak, Shrini Upadhyaya, Dror Rubinstein, Zvika Asaf, and Jeffrey P. Mitchell. Developing Simulation Tool for the Prediction of Cohesive Behavior Agricultural Materials Using Discrete Element Modeling. United States Department of Agriculture, October 2011. http://dx.doi.org/10.32747/2011.7697108.bard.
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The underlying similarity between soils, grains, fertilizers, concentrated animal feed, pellets, and mixtures is that they are all granular materials used in agriculture. Modeling such materials is a complex process due to the spatial variability of such media, the origin of the material (natural or biological), the nonlinearity of these materials, the contact phenomenon and flow that occur at the interface zone and between these granular materials, as well as the dynamic effect of the interaction process. The lack of a tool for studying such materials has limited the understanding of the phenomena relevant to them, which in turn has led to energy loss and poor quality products. The objective of this study was to develop a reliable prediction simulation tool for cohesive agricultural particle materials using Discrete Element Modeling (DEM). The specific objectives of this study were (1) to develop and verify a 3D cohesionless agricultural soil-tillage tool interaction model that enables the prediction of displacement and flow in the soil media, as well as forces acting on various tillage tools, using the discrete element method; (2) to develop a micro model for the DEM formulation by creating a cohesive contact model based on liquid bridge forces for various agriculture materials; (3) to extend the model to include both plastic and cohesive behavior of various materials, such as grain and soil structures (e.g., compaction level), textures (e.g., clay, loam, several grains), and moisture contents; (4) to develop a method to obtain the parameters for the cohesion contact model to represent specific materials. A DEM model was developed that can represent both plastic and cohesive behavior of soil. Soil cohesive behavior was achieved by considering tensile force between elements. The developed DEM model well represented the effect of wedge shape on soil behavior and reaction force. Laboratory test results showed that wedge penetration resistance in highly compacted soil was two times greater than that in low compacted soil, whereas DEM simulation with parameters obtained from the test of low compacted soil could not simply be extended to that of high compacted soil. The modified model took into account soil failure strength that could be changed with soil compaction. A three dimensional representation composed of normal displacement, shear failure strength and tensile failure strength was proposed to design mechanical properties between elements. The model based on the liquid bridge theory. An inter particle tension force measurement tool was developed and calibrated A comprehensive study of the parameters of the contact model for the DEM taking into account the cohesive/water-bridge was performed on various agricultural grains using this measurement tool. The modified DEM model was compared and validated against the test results. With the newly developed model and procedure for determination of DEM parameters, we could reproduce the high compacted soil behavior and reaction forces both qualitatively and quantitatively for the soil conditions and wedge shapes used in this study. Moreover, the effect of wedge shape on soil behavior and reaction force was well represented with the same parameters. During the research we made use of the commercial PFC3D to analyze soil tillage implements. An investigation was made of three different head drillers. A comparison of three commonly used soil tillage systems was completed, such as moldboard plow, disc plow and chisel plow. It can be concluded that the soil condition after plowing by the specific implement can be predicted by the DEM model. The chisel plow is the most economic tool for increasing soil porosity. The moldboard is the best tool for soil manipulation. It can be concluded that the discrete element simulation can be used as a reliable engineering tool for soil-implement interaction quantitatively and qualitatively.