Showing papers in "Acta Geotechnica in 2014"
TL;DR: In this article, the effect of intact cell suspension of Bacillus sp. strain VS1, suspension of the washed bacterial cells, and culture liquid without bacterial cells on microbially induced calcite precipitation in sand was studied.
Abstract: Bioclogging and biocementation can be used to improve the geotechnical properties of sand. These processes can be performed by adsorption of urease-producing bacterial cells on the sand grain surfaces, which is followed by crystallization of calcite produced from the calcium salt and urea solution due to bacterial hydrolysis of urea. In this paper, the effect of intact cell suspension of Bacillus sp. strain VS1, suspension of the washed bacterial cells, and culture liquid without bacterial cells on microbially induced calcite precipitation in sand was studied. The test results showed that adsorption/retention of urease activity on sand treated with washed cells of Bacillus sp. strain VS1 was 5–8 times higher than that treated with culture liquid. The unconfined compressive strength of sand treated with the suspension of washed cells was 1.7 times higher than that treated with culture liquid. This difference could be due to fast inactivation of urease by protease which was present in the culture liquid. The adsorption of bacterial cells on sand pretreated with calcium, aluminum, or ferric salts was 29–37 % higher as compared with that without pretreatment. The permeability of sand varied with the content of precipitated calcium. For bioclogging of sand, the content of precipitated calcium had to be 1.3 % (w/w) or higher. The shear strength of biotreated sand was also dependent on the content of precipitated calcium. To achieve an unconfined compressive strength of 1.5 MPa or higher, the content of precipitated calcium in the treated sand had to be 4.2 % (w/w) or higher. These data can be used as the reference values for geotechnical applications such as bioclogging for reducing the permeability of sand and biocementation for increasing the shear strength of soil.
189 citations
TL;DR: In this paper, the experimental results of an in situ tension thermo-mechanical test on an energy pile performed in a very stiff high plasticity clay were reported, where the pile was subjected to thermal loading by circulating hot water in fitted pipes, simulating a thermal load in a coolingdominated climate, at different levels of mechanical loading.
Abstract: Energy piles make use of constant and moderate ground temperature for efficient thermal control of buildings. However, this use introduces new engineering challenges because the changes of temperature in the foundation pile and ground induce additional deformations and forces in the foundation element and coupled thermo-hydro-mechanical phenomena in the soil. Several published full-scale tests investigated this aspect of energy piles and showed thermally induced deformation and forces in the foundation element. In parallel, significant progress has been made in the understanding of thermal properties of soils and on the effect of cyclic thermal load on ground and foundation behavior. However, the effect of temperature on the creep rate of energy piles has received practically no attention in the past. This paper reports the experimental results of an in situ tension thermo-mechanical test on an energy pile performed in a very stiff high plasticity clay. During the in situ test, the pile was subjected to thermal loading by circulating hot water in fitted pipes, simulating a thermal load in a cooling-dominated climate, at different levels of mechanical loading. The axial strain and temperature in the pile, and the load–displacement of the pile were monitored during the tension test at different locations along the center of the pile and at the pile head, respectively. The data showed that as the temperature increases, the observed creep rate of the energy pile in this high plasticity clay also increases, which will lead to additional time-dependent displacement of the foundation over the life time of the structure. It was also found that the use of geothermal piles causes practically insignificant thermally induced deformation and loads in the pile itself.
117 citations
TL;DR: In this paper, the authors provided a 3D numerical model of the tunnel lining behavior and the displacement field surrounding the tunnel to evaluate the influence of the lining joint pattern, including segmental lining joints and their connections.
Abstract: The main purpose of this study was to provide a three-dimensional numerical model, which would allow the tunnel lining behaviour and the displacement field surrounding the tunnel to be evaluated. Most of the processes that occur during mechanized excavation have been simulated in this model. The influence of the lining joint pattern, including segmental lining joints and their connections, has in particular been taken into consideration. The impact of the processes during mechanized excavation, such as the grouting pressure and the jacking forces in the structural forces induced in the tunnel lining, has been presented. These values depend on the tunnel advancement. However, a negligible influence of the joint pattern on the ground displacement field surrounding the tunnel has been observed. Generally, a variation in the structural forces in successive rings along the tunnel axis has been found in a staggered segmental lining, indicating the necessity of simulating the joints in the tunnel lining and using a full three-dimensional numerical model to obtain an accurate estimation. In addition, the considerable influence of the coupling effect between successive rings on the lining behaviour has been highlighted.
116 citations
TL;DR: In this article, the cyclic loading process was carried out on seven stress levels from 20 to 86 % of the uniaxial compressive strength of rock salt in gas caverns.
Abstract: Cyclic loading tests of rock salt were performed to investigate the characteristics of damage evolution of the surrounding rock in gas caverns. In this experiment, the cyclic loading process was carried out on seven stress levels from 20 to 86 % of the uniaxial compressive strength. The sine wave with a frequency of 1 Hz was adopted in the cyclic loading test. Experimental results show that at the first stress level, the damage evolution is rather limited or negligible under cyclic loading, which is controlled within the elastic limit. With the increase in stress level, the damage evolution becomes more evident. An increasing tendency of damage variable can be observed if the stress level surpasses 40 % of the uniaxial compressive strength. A maximum damage value of around 0.95 is recorded when the stress level is over 85 % of the uniaxial strength. In this paper, a damage evolution equation is also introduced and good agreement is obtained with the experimental data. Based on the experimental data, it is shown that the design practice of gas cavern concerning the degree of strength utilization of the surrounding rock is rather conservative considering the reducing effect of the minimal gas pressure on the damage evolution.
98 citations
TL;DR: In this paper, the axially loaded heat exchanger pile under thermal cycles was investigated and the axial load profile measured by the strain gauges evidenced that the pile head load was mainly transferred to the pile toe, however, thermal cycles modified significantly the mobilised skin friction along the pile.
Abstract: This study aims to provide knowledge on the thermo-mechanical behaviour of heat exchanger piles, through a laboratory scale model. The model pile (20 mm in external diameter) was embedded in dry sand. The behaviour of the axially loaded pile under thermal cycles was investigated. After applying the axial load on the pile head, the pile temperature was varied between 5 and 30 °C. Seven tests, corresponding to various axial loads ranging from 0 to 70 % of the pile estimated bearing capacity, were performed. The results on pile head displacement show that heating under low axial load induced heave and cooling induced settlement; the pile temperature-displacement curve was found to be reversible and compatible with the thermal expansion curve of the pile. However, at higher axial loads, irreversible settlement of the pile head was observed after a few thermal cycles. The axial load profile measured by the strain gauges evidenced that the pile head load was mainly transferred to the pile toe. Nevertheless, thermal cycles modified significantly the mobilised skin friction along the pile. The total pressure measured at various locations in the soil mass was also slightly influenced by the thermal cycles.
96 citations
TL;DR: A series of centrifuge tests were performed at the University of Cambridge (UK) on tunnel models in sand, in the framework of a research project funded by the Italian Civil Protection Department as discussed by the authors.
Abstract: Although the seismic behaviour of shallow circular tunnels in soft ground is generally safer than aboveground structures, some tunnels were recently damaged during earthquakes. In some cases, damage was associated with strong ground shaking and site amplification, which increased the stress level in the tunnel lining. Pseudo-static and simplified dynamic analyses enable to assess transient changes in internal forces during shaking. Nevertheless, experimental evidences of permanent changes in internal loads in the tunnel lining would suggest that a full dynamic analysis including plastic soil behaviour should be performed when modelling the dynamic interaction between the tunnel and the ground. While sophisticated numerical methods can be used to predict seismic internal forces on tunnel structures during earthquakes, the accuracy of their predictions should be validated against field measurements, but the latter are seldom available. A series of centrifuge tests were therefore carried out at the University of Cambridge (UK) on tunnel models in sand, in the framework of a research project funded by the Italian Civil Protection Department. A numerical Round Robin on Tunnel Tests was later promoted among some research groups to predict the observed behaviour by means of numerical modelling. In this paper, the main results of five selected numerical predictions are summarized and compared with the experimental results.
92 citations
TL;DR: Wang et al. as mentioned in this paper summarized China's research findings on the various types of carbon geological utilization and storage (CGUS) technology, analyzes their research status, development potential, early opportunities and long-term contributions and recommends major geological utilization methods to policy makers and investors based on China's natural resources and industrial characteristics.
Abstract: As an emerging technology with the potential to enable large-scale utilization of fossil fuels in a low-carbon manner, carbon capture, utilization and storage (CCUS) is widely considered to be a strategic technology option to help reduce CO2 emissions and ensure energy security in China. In principle, CCUS can be divided into three categories, namely chemical utilization, biological utilization and geological utilization. Of the three categories, carbon geological utilization and storage (CGUS) technology has obtained the most attention lately due to its ability to utilize underground resources and conditions, to generate further economic benefits, a feature that distinguishes it from other CO2 reduction technologies. The CGUS technology related in this paper has various types, each with its own potential, difficulties and characteristics. This paper summarizes China’s research findings on the various types of CGUS technology, analyzes their research status, development potential, early opportunities and long-term contributions and recommends major geological utilization methods to policy makers and investors based on China’s natural resources and industrial characteristics. Besides, this paper analyzes the status, mechanisms and limitations of China’s relations with other countries in this field, as a means to promote research cooperation on an international level.
79 citations
TL;DR: In this article, the authors investigated the impact of temperature variation on the mobilised bearing capacities of geothermal piles using Thermo-Pile software and found that the mechanisms responsible for the variations and redistribution of mobilized bearing forces along the piles are unlikely to cause geotechnical failure, even if the ultimate bearing force of a pile is reached.
Abstract: Using pile foundations as heat exchangers with the ground provides an efficient and reliable energy source for the heating and cooling of buildings. However, thermal expansion or contraction of the concrete brings new challenges to the design of such structures. The present study investigates the impact of temperature variation on the mobilised bearing capacities of geothermal piles. The mechanisms driving the variations and redistribution of mobilised bearing forces along geothermal piles are identified using Thermo-Pile software. The EPFL and Lambeth College test piles are modelled and analysed as real-scale experiments. Three simple representative cases are used to investigate the impact of over-sizing geothermal piles on their serviceability. It is found that the mechanisms responsible for the variations and redistribution of mobilised bearing forces along the piles are unlikely to cause geotechnical failure, even if the ultimate bearing force of a pile is reached. Furthermore, over-sizing geothermal piles compared to conventional piles can have a negative impact on their serviceability.
79 citations
TL;DR: In this article, the geotechnical properties of a new family of synthetic transparent soils made of fused quartz, saturated with a matched refractive index water-based sucrose solution, suitable for modeling the behavior of sand in small-scale model tests are presented.
Abstract: This paper presents the geotechnical properties of a new family of synthetic transparent soils made of fused quartz, saturated with a matched refractive index water-based sucrose solution, suitable for modeling the behavior of sand in small-scale model tests. The dry density ranged between 1,134 and 1,358 kg/m3. The peak angle of friction was found to range from 46° to 57°. The average hydraulic conductivity was 1.7 × 10−5 cm/s. The compressibility index (C
c) ranged from 0.34 to 0.57. The main advantage of fused quartz over available sand surrogates made of silica gel is that its solid structure better models the behavior of natural sand. The matching pore fluids are inert and non-toxic, which facilitates their use in educational settings. The availability of a safe and easy-to-use transparent sand permits measurement of three-dimensional deformation patterns and flow characteristics in controlled research experiments. The introduction of an aqueous solution permits the use of two immiscible pore fluids, one made of mineral oil and the other made of a sucrose solution, for modeling multiphase flow problems, as well as coupled flow-deformation problems.
79 citations
TL;DR: In this article, anisotropic strength of sand on failure/shear planes was investigated with discrete element method (DEM) simulations with three granular materials with distinct grain characteristics ranging from smooth and rounded particles to flaky and angular particles with the bedding plane inclination angle ψ petertodd b varying over the full range of 0°-180°.
Abstract: Loading direction-dependent strength of sand has been traditionally characterized in the principal stress space as a direct extension of the Mohr–Coulomb criterion. A recent study found that it is more appropriate to define anisotropic strength of sand on failure/shear planes, but this proposition has only been demonstrated with discrete element method (DEM) simulations. The present study experimentally investigates anisotropic shear strength of sands in this new framework. Three granular materials with distinct grain characteristics ranging from smooth and rounded particles to flaky and angular particles are tested with the bedding plane inclination angle ψ
b varying over the full range of 0°–180°. The main objective is to study how the peak friction angle ϕ
p of sand is affected by the ψ
b angle and how the ψ
b–ϕ
p relationship evolves with the change of characteristics of constituent sand particles. We find that the general trend of ψ
b–ϕ
p curves for real sands resembles what was predicted by DEM in a previous study, whereas rich anisotropic strength behavior is revealed by the laboratory data. The effects of normal stress and initial density, as well as shear dilation behavior at different shear directions, are also studied.
77 citations
TL;DR: In this article, the simulation of the round robin numerical test on tunnels performed in Aristotle University of Thessaloniki is presented along with representative comparisons of the computed response with the recorded data.
Abstract: The paper summarizes the numerical simulation of the round robin numerical test on tunnels performed in Aristotle University of Thessaloniki. The main issues of the numerical simulation are presented along with representative comparisons of the computed response with the recorded data. For the simulation, the finite element method is implemented, using ABAQUS. The analyses are performed on prototype-scale models under plane strain conditions. While the tunnel behavior is assumed to be elastic, the soil nonlinear behavior during shaking is modeled using a simplified kinematic hardening model combined with a von Mises failure criterion and an associated plastic flow rule. The model parameters are adequately calibrated using available laboratory test results for the specific fraction of sand. The soil–tunnel interface is also accounted and simulated adequately. The effect of the interface friction on the tunnel response is investigated for one test case, as this parameter seems to affect significantly the tunnel lining axial forces. Finally, the internal forces of the tunnel lining are also evaluated with available closed-form solutions, usually used in the preliminary stages of design and compared with the experimental data and the numerical predictions. The numerical analyses can generally reproduce reasonably well the recorded response. Any differences between the experimental data and the numerical results are mainly attributed to the simplification of the used model and to differences between the assumed and the actual mechanical properties of the soil and the tunnel during the test.
TL;DR: In this article, an upper bound analysis is introduced to investigate the minimum support pressure for the face stability in layered soils, and a three-dimensional kinematically admissible mechanism is improved to model potential failure within different soil layers.
Abstract: The working face of tunnel constructions has to be kept stable during tunneling to prevent large soil deformations or fatal failure. In layered soils with lower cohesion, failures happen more often and more abrupt than in cohesive soils. Therefore, the maintenance of a proper support pressure at the tunnel working face is of high importance. In this paper, an upper bound analysis is introduced to investigate the minimum support pressure for the face stability in layered soils. A three-dimensional kinematically admissible mechanism for the upper bound analysis is improved to model potential failure within different soil layers. An analytical solution for the support pressure assessment is achieved. The influence of the crossing and cover soil on the face stability is analyzed, respectively. This solution provides an analytical estimation of the minimum support pressure for the face stability. It may be used as a reference for projects under similar conditions.
TL;DR: In this paper, a stabilized enhanced strain finite element procedure for poromechanics is integrated with an elasto-plastic cap model to simulate the hydro-mechanical interactions of fluid-infiltrating porous rocks with associative and non-associative plastic flow.
Abstract: A stabilized enhanced strain finite element procedure for poromechanics is fully integrated with an elasto-plastic cap model to simulate the hydro-mechanical interactions of fluid-infiltrating porous rocks with associative and non-associative plastic flow. We present a quantitative analysis on how macroscopic plastic volumetric response caused by pore collapse and grain rearrangement affects the seepage of pore fluid, and vice versa. Results of finite element simulations imply that the dissipation of excess pore pressure may significantly affect the stress path and thus alter the volumetric plastic responses.
TL;DR: In this article, the technical and environmental implications of non-traditional treatments of a low-plasticity compacted silt were investigated both at the micro- and macro-structural scales.
Abstract: The aim of this study was to characterise the technical and environmental implications of non-traditional treatments of a low-plasticity compacted silt (PI = 14) and to investigate their actions both at the micro- and macro-structural scales. Three non-traditional additives derived from industrial vegetal by-products were studied. These additives are classified as an acid solution, an enzymatic solution (ES) and calcium lignosulfonate (LS). The first step was to characterise the effects of these treatments on Proctor compaction, bearing capacity, unconfined compressive strength and stiffness. The index properties of the treated samples were also measured to assess changes in the interaction between soil minerals and the additives. These experimental results showed that the 0.002 % ES and 2.0 % LS treatments were the most effective at improving the soil dry density and allowing the soil to reach optimum density using 3 % less water or 25 % less compaction energy. In a second step, the mechanisms involved in the treatment were investigated. A microscopic study was conducted including scanning electron microscopy and mercury injection porosity tests; measurements of the surface tension of non-traditional additives mixed with water completed the study and demonstrated that the ES treatment has the same surfactant properties as sodium dodecyl sulphate, a common surfactant. Compaction tests confirmed that the behaviours of the soil after ES and sodium dodecyl sulphate treatments were similar.
TL;DR: In this article, a thermodynamic framework is proposed to couple the effect of mechanical stress and temperature on crack opening and closure in rocks, with damage defined as the second-order crack density tensor.
Abstract: A thermodynamic framework is proposed to couple the effect of mechanical stress and temperature on crack opening and closure in rocks. The model is based on continuum damage mechanics, with damage defined as the second-order crack density tensor. The free energy of the damaged rock is expressed as a function of deformation, temperature, and damage. The damage criterion captures mode I crack propagation, the reduction in toughness due to heating, and the increase in energy release rate with cumulated damage. Crack closure is modeled through unilateral effects produced on rock stiffness. The model was calibrated and verified against published experimental data. Thermo-mechanical crack opening (resp. closure) was studied by simulating a triaxial compression test (resp. uniaxial extension test), including a thermal loading phase. The degradation of stiffness due to tensile stress and recovery of stiffness induced by both mechanical and thermo-mechanical unilateral effects are well captured. The thermo-mechanical energy release rate increases with thermal dilation and also decreases with ambient temperature. It was observed that there is a temperature threshold, below which the rock behaves elastically. A parametric study also showed that the model can capture hardening and softening during thermo-mechanical closure (for specific sets of parameters). These numerical observations may guide the choice of rock material used in geotechnical design, especially for nuclear waste disposals or compressed-air storage facilities.
TL;DR: In this paper, the bearing capacity of circular footing on geogrid-reinforced compacted granular fill layer overlying on natural clay deposit has been investigated using finite element program Plaxis 3D Foundation.
Abstract: Experimental and numerical investigations into the bearing capacity of circular footing on geogrid-reinforced compacted granular fill layer overlying on natural clay deposit have been conducted in this study. A total of 8 field tests were carried out using circular model rigid footing with a diameter of 0.30 m. 3D numerical analyses were performed to simulate soil behavior using finite element program Plaxis 3D Foundation. The results from the FE analysis are in very good agreement with the experimental observations. It is shown that the degree of improvement depends on thickness of granular fill layer and properties and configuration of geogrid layers. Parameters of the experimental and numerical analyses include depth of first reinforcement, vertical spacing of reinforcement layers. The results indicate that the use of geogrid-reinforced granular fill layers over natural clay soils has considerable effects on the bearing capacity and significantly reduces the lateral displacement and vertical displacement of the footing.
TL;DR: In this paper, the authors investigate the quantitative links among the episodic movements and the variations in pore water pressure, suction stress, hydrostatic reservoir water loading, and slope self-weight induced by fluctuating water levels.
Abstract: The Three Gorge Reservoir, one of the largest civil engineering projects in human history, dams the Yangtze River to form a 660-km-long and 113-km-wide reservoir Today, although the project has been completed and is in normal operation, the on-going landslide initiation and movement in response to the reservoir operating is one of the main geologic hazards The Huangtupo (meaning “yellow soil slope” in Chinese) Slope typifies such on-going landslides along the reservoir Observations from a multi-year monitoring program conducted on this slope indicate that there are multiple slides on the reservoir banks that move episodically into the reservoir and their movements appear to be highly correlated with the initial and seasonal changes in the reservoir pool level A hydro-mechanical numerical model is constructed to investigate the quantitative links among the episodic movements and the variations in pore water pressure, suction stress, hydrostatic reservoir water loading, and slope self-weight induced by the fluctuating water levels Modeling results identify regions within the variably saturated slope where significant changes in stress occur during the periods of the initial impoundment that raised water levels from 68 to 135 m and that occur in response to seasonal fluctuations of the reservoir pool level between 145 and 175 m We find that the rise or decline of reservoir pool level can either increase or decrease the stability of landslide In general, hydrostatic reservoir water loading has positive correlation with the stability; pore water pressure and suction stress have negative correlation with the stability; and the effects of slope self-weight depend on the dip angle and mechanical properties of sliding surface
TL;DR: In this paper, the effect of varying the displacement rate on the global response and shear band properties of soft sensitive clay is investigated using an experimental setup with a modified triaxial cell.
Abstract: For evaluation of slope stability in materials displaying strain-softening behavior, knowledge concerning the failed state material response is of importance. Here, soft sensitive clay is studied. Such clays behave contractant at failure, which for undrained conditions yields a strain-softening behavior governed by the generation of excess pore water pressure. Strain softening is further linked with material instability and the phenomenon of strain localization. In the case of shear band formation, internal pore pressure gradients are then expected to be present for globally undrained conditions in the sensitive clay due to its low permeability. In the present study, this hypothesis and its implications on the global response and shear band properties are investigated. Utilizing an experimental setup with a modified triaxial cell allowing for shear band formation, the effect of varying the displacement rate is studied. Onset of strain localization is interpreted to occur just before or at the peak shear strength. A strong rate dependency of the softening response is observed. Increasing displacement rates give raised brittleness in terms of the slope of the global softening curve due to accumulating pore pressure. Also, reduced shear band thickness and a shear band inclination approaching 45° are obtained for increasing rates. In the context of slope failure in such materials, the rate dependency in the post-peak state opens up for a large variation in behavior, all depending on time as an important factor.
TL;DR: In this paper, an analysis was performed on nine different preserved shales, representing in situ states of 5-15% water content and 0.13-0.42 void ratio.
Abstract: Analyses were performed on nine different preserved shales, representing in situ states of 5–15 % water content and 0.13–0.42 void ratio. Under varying total suction (controlled humidity), each shale shows well-defined relationships among suction, volume change, water content and saturation, with the lower-porosity shales undergoing less volume and water content change than the higher-porosity shales. A decrease in in situ porosity is also associated with a much higher native state suction as well as full saturation extending to suction values beyond 40 MPa. Only part of the high suction is due to capillary tension. Under direct brine exposure, the shales almost always swell, even when the brine has an equivalent suction greater than the shale. This is likely due to the reduction in some component of the matric suction. The shale pore water is found to equilibrate with the solute content of the surrounding brine, due to ion diffusion. Much or all of the swelling, and water increase, appears to take place in the clay-bound water and not in the main (free water) pore space. The swelling magnitude is consistent with the amount of water content increase. Swelling usually corresponds to less than one additional water layer being added between the clays. Swelling, and water increase, is very small for the low-porosity shales. Some osmotic effects are observable in all the shales, and cation exchange on the clays also takes place. Swelling is best inhibited with potassium, followed by sodium, followed by calcium, for brines of equal water activity ranging from 0.8 to 0.9.
TL;DR: In this article, the authors present results from full-scale, carefully controlled experiments on a unique model embankment conducted over the 4-year period between 2008 and 2011, and demonstrate that there are significant differences in pore water pressure behaviour across the embankments, which is influenced by construction-related issues such as compaction level, aspect and presence of a granular capping material.
Abstract: Understanding the age and construction quality of embankments used for road and rail infrastructure is critical in the effective management and maintenance of our transport networks, worth £billions to the UK economy. This paper presents for the first time results from full-scale, carefully controlled experiments on a unique model embankment conducted over the 4-year period between 2008 and 2011. It combines point location and spatially distributed measurements of pore water pressures and water content with outputs from hydrological modelling to draw conclusions of significance to both ongoing research in this field and to the asset management practices of infrastructure owners. For researchers, the paper highlights the crucial importance of transient permeability and soil water retention behaviour of fill materials in controlling the magnitude and distribution of pore water pressure in response to climate and weather events. For practitioners, the work demonstrates that there are significant differences in pore water pressure behaviour across the embankment, which is influenced by construction-related issues such as compaction level, aspect and presence of a granular capping material. Permeability was also observed to vary across the embankment both spatially and with depth, being dependent on degree of saturation and macroscale effects, particularly within a ‘near surface zone’. It is proposed that this ‘near surface zone’ has a critical effect on embankment stability and should be the focus of both ongoing scientific research and inspection and monitoring as encompassed by asset management regimes.
TL;DR: In this article, the presence of interfaces has a critical influence on the stability and tightness of underground gas/oil storages, and the authors studied the sedimentary rhythm and mechanical characteristics of the interfaces between beds.
Abstract: The presence of interfaces has a critical influence on the stability and tightness of underground gas/oil storages. In China, these energy storages are constructed mainly in bedded salt formations and are widely distributed. Therefore, it is necessary to study the sedimentary rhythm and mechanical characteristics of the interfaces between beds. The petrologic study of core samples from exploratory wells in Yunying Salt Mine, Hubei Provence, China, reveals a sedimentary rhythm and multiple interfaces of bedded salt formations: (1) Mudstone–anhydrite–glauberite–Glauber’s salt–salt rock–mudstone are periodically deposited in sequences. Chemical deposition, the predominant formation mechanism, and mechanical deposition appear alternately and result in the formation of sedimentary multicycles; (2) depending on whether a certain component of the rhythm is lacking or not, interfaces are divided into sequential depositional interfaces and intermittent depositional interfaces. Depending on the deposition frequency, interfaces can also be classified into dominant interfaces and secondary interfaces. Depending on whether the mineral composition changes gradually or abruptly, interfaces can be divided into gradual transition interfaces and discrete discontinuous interfaces. Based on the classification of the interfaces together with scanning electron microscope analyses, the cementation state and strength of the interfaces are discussed. Both field investigations and laboratory tests show that the strengths of the chemical deposition interfaces are higher than those of the mechanical deposition interfaces. Specifically, interfaces of mudstone and rock salt are mostly weak. Taking into account the presence of weak interfaces, the strength of interbedded salt formations around caverns can be represented by a U-shaped lower-bound strength envelope curve, which means that shear failure may occur more easily at the haunches of the cavern. Therefore, when setting the range of the internal operating pressures, more attention should be paid to the shear strength of the weak interlayers and weak interfaces, in particular those at the haunches of the cavern, to ensure the stability and tightness of underground gas/oil stores.
TL;DR: In this paper, the authors present results of low-to-high-pressure triaxial tests performed on pure and cemented specimens of decomposed granite where the dosage was controlled, chosen as a function of the ratio of porosity to volumetric cement content or adjusted porosity/cement index.
Abstract: Ground improvement by cementation is a technique widely used because of the easiness of application and relatively low cost. To date, however, there is no global understanding of the behaviour of artificially cemented soil with respect to its dosage, so that in practice methodologies still rely on previous used scenarios rather than scientific facts. This paper presents results of low-to-high-pressure triaxial tests performed on pure and cemented specimens of decomposed granite where the dosage was controlled, chosen as a function of the ratio of porosity to volumetric cement content or adjusted porosity/cement index. The behaviour of the cemented soil was analysed in terms of peak strength and failure envelopes, stress dilatancy and state boundary surfaces, on which the influence of the porosity/cement index was examined.
TL;DR: In this article, the authors studied the evolution of pore pressure with growth of microcracks and the effect of POR pressure on mechanical behavior, showing nonlinear stress strain relations, volumetric dilatancy and pressure sensitivity.
Abstract: This paper presents experimental results of drained and undrained triaxial compression tests of saturated Meuse–Haute/Marne claystone. The emphasis is to study the evolution of pore pressure with growth of microcracks and the effect of pore pressure on mechanical behavior. Basic mechanical responses are first investigated through drained triaxial compression tests, showing nonlinear stress strain relations, volumetric dilatancy and pressure sensitivity. In undrained triaxial compression tests, the pore pressure exhibits a transition from increase to decrease due to the transition from volumetric compressibility to dilatancy caused by the growth of microcracks. The failure surfaces, determined by total stress and Terzaghi’s effective stress under undrained condition, are compared with the one under drained condition.
TL;DR: In this paper, a numerical model of a centrifuge experiment on tunnel located in sand is presented, which is carried out under seismic loading using a dynamic actuator, and the responses of the tunnel and of the sand were measured.
Abstract: A numerical model of a centrifuge experiment on tunnel located in sand is being presented. The experiment was carried out under seismic loading using a dynamic actuator. The responses of the tunnel and of the sand were measured. The numerical model is based on a hypoplastic constitutive model with intergranular strains implemented in the FE-code TOCHNOG. The calculated accelerations in the sand match the measured results, while the surface settlement and the bending moments in the tunnel lining are only qualitatively reproduced by the numerical model.
TL;DR: In this paper, a constitutive model for fiber-reinforced cohesive soil is proposed, which combines a Cam-Clay-like bounding surface model with an elastic-plastic one-dimensional fibrous element model.
Abstract: A new constitutive model for fibre-reinforced cohesive soil is proposed. The model combines a Cam-Clay like bounding surface model with an elastic–plastic one-dimensional fibrous element model. A “smearing procedure”, which can consider any spatial distribution of fibre orientation, is employed to transform discrete tensile forces developed in the fibres into stresses for the composite material. The fibre stress contribution is bounded by both degradation of soil–fibre bonding due to pull-out mechanism and tensile strength of the fibres. Eventual occurrence of fibre breakage is also considered. The model performances are analysed for both consolidation and shearing loading modes, and qualitative comparison is performed with experimental data available in the literature. For consolidation loading, tensile stresses are not developed in the fibres and thus the fibre effect is rather limited. For drained shear loading, addition of fibres can result in a consistent shear strength increase. The beneficial effect of fibres seems to be controlled by two parameters: the fibre tensile stiffness and the fibre/soil strain ratio that accounts for any possible slippage or shear deformation at the fibre/soil matrix interface. For undrained shear loading, the strengthening effect of the fibres appears to be counteracted by the increase in pore water pressure, induced by the additional confining contribution of the fibres. In agreement with published experimental data, the model suggests also that the moisture content is a key factor governing fibre effectiveness for undrained shearing. Finally, analysis of the model predicted critical states for fibre-reinforced cohesive soil is provided.
TL;DR: In this paper, a comparison between numerical analyses and centrifuge test results relative to the seismic performance of a circular tunnel is provided, which is based on two centrifuge tests performed at Cambridge University, aimed at investigating the transverse dynamic behaviour of a relatively shallow tunnel located in a sand deposit.
Abstract: In this paper, a comparison between numerical analyses and centrifuge test results relative to the seismic performance of a circular tunnel is provided. The considered experimental data refer to two centrifuge tests performed at Cambridge University, aimed at investigating the transverse dynamic behaviour of a relatively shallow tunnel located in a sand deposit. For the same geometry, different soil relative densities characterise the two tests. The four seismic actions considered, of the pseudo-harmonic type, are characterised by increasing intensity. The 2D numerical analyses were performed adopting an advanced soil constitutive model implemented in a commercial finite element code. The comparison between numerical simulations and measurements is presented in terms of acceleration histories and Fourier spectra as well as of profiles of maximum acceleration along free-field and near-tunnel verticals. In addition, loading histories of normal stress and bending moments acting in the tunnel lining were considered. In general, very good agreement was found with reference to the ground response analyses, while a less satisfactory comparison between observed and predicted results was obtained for the transient and permanent loadings acting in the lining, as discussed in the final part of the paper.
TL;DR: Very small strain stiffness anisotropy of sedimentary clays is investigated in this article, where a general formulation of transversely isotropic elastic model is summarised, followed by a description of its complete parameter identification using transversal and longitudinal wave velocity measurements.
Abstract: Very small strain stiffness anisotropy of sedimentary clays is investigated. First, a general formulation of transversely isotropic elastic model is summarised, followed by a description of its complete parameter identification using transversal and longitudinal wave velocity measurements. Then, an extensive experimental database from the literature is reviewed. A number of general trends in the anisotropy evolution is identified, based on which a model is developed describing the dependency of the ratio of in-plane and transversal very small strain shear moduli on the stress state and overconsolidation ratio. Subsequently, an empirical relation between the ratios of shear moduli and Young moduli is quantified. The most problematic tends to be the evaluation of Poisson ratios and evolution of stiffness anisotropy under general stress conditions. These issues remain to be investigated experimentally in future work.
TL;DR: In this paper, two types of caprock, a clay-rich shale and a mudstone, are considered for the modeling analyses of the self-sealing and selfenhancement phenomena.
Abstract: Geochemical interactions of brine–rock–gas have a significant impact on the stability and integrity of the caprock for long-term CO2 geological storage. Invasion of CO2 into the caprock from the storage reservoir by (1) molecular diffusion of dissolved CO2, (2) CO2-water two-phase flow after capillary breakthrough, and (3) CO2 flow through existing open fractures may alter the mineralogy, porosity, and mechanical strength of the caprock due to the mineral dissolution or precipitation. This determines the self-enhancement or self-sealing efficiency of the caprock. In this paper, two types of caprock, a clay-rich shale and a mudstone, are considered for the modeling analyses of the self-sealing and self-enhancement phenomena. The clay-rich shale taken from the Jianghan Basin of China is used as the base-case model. The results are compared with a mudstone caprock which is compositionally very different than the clay-rich shale. We focus on mineral alterations induced by the invasion of CO2, feedback on medium properties such as porosity, and the self-sealing efficiency of the caprock. A number of sensitivity simulations are performed using the multiphase reactive transport code TOUGHREACT to identify the major minerals that have an impact on the caprock’s self-sealing efficiency. Our model results indicate that under the same hydrogeological conditions, the mudstone is more suitable to be used as a caprock. The sealing distances are barely different in the two types of caprock, both being about 0.6 m far from the interface between the reservoir and caprock. However, the times of occurrence of sealing are considerably different. For the mudstone model, the self-sealing occurs at the beginning of simulation, while for the clay-rich shale model, the porosity begins to decline only after 100 years. At the bottom of the clay-rich shale column, the porosity declines to 0.034, while that of mudstone declines to 0.02. The sensitive minerals in the clay-rich shale model are calcite, magnesite, and smectite-Ca. Anhydrite and illite provide Ca2+ and Mg2+ to the sensitive minerals for their precipitation. The mudstone model simulation is divided into three stages. There are different governing minerals in different stages, and the effect of the reservoir formation water on the alteration of sensitive minerals is significant.
TL;DR: The developed method is illustrated based on three applications on granular materials, comparing the phase volume fractions obtained by segmentation with macroscopic data, and it is demonstrated that the algorithm rapidly converges and fills the image after a few iterations.
Abstract: X-ray computed tomography is a powerful non-destructive technique used in many domains to obtain the three-dimensional representation of objects, starting from the reconstitution of two-dimensional images of radiographic scanning. This technique is now able to analyze objects within a few micron resolutions. Consequently, X-ray microcomputed tomography opens perspectives for the analysis of the fabric of multiphase geomaterials such as soils, concretes, rocks and ceramics. To be able to characterize the spatial distribution of the different phases in such complex and disordered materials, automated phase recognition has to be implemented through image segmentation. A crucial difficulty in segmenting images lies in the presence of noise in the obtained tomographic representation, making it difficult to assign a specific phase to each voxel of the image. In the present study, simultaneous region growing is used to reconstitute the three-dimensional segmented image of granular materials. First, based on a set of expected phases in the image, regions where specific phases are sure to be present are identified, leaving uncertain regions of the image unidentified. Subsequently, the identified regions are grown until growing phases meet each other with vanishing unidentified regions. The method requires a limited number of manual parameters that are easily determined. The developed method is illustrated based on three applications on granular materials, comparing the phase volume fractions obtained by segmentation with macroscopic data. It is demonstrated that the algorithm rapidly converges and fills the image after a few iterations.
TL;DR: In this article, the constitutive behavior and particle-scale kinematics of granular materials in 3D axisymmetric triaxial testing using discrete element method (DEM) were described.
Abstract: This paper describes the constitutive behavior and particle-scale kinematics of granular materials in three-dimensional (3D) axisymmetric triaxial testing using discrete element method (DEM). PFC3D code was used to run the DEM simulations using a flexible membrane boundary model consisting of spherical particles linked through flexible contact bonds. The overall deformation behavior of the specimen was then compared with the specimen with rigid boundary and experimental measurements. Computed tomography was used to track the evolution of particle translation and rotation within a laboratory triaxial specimen in 3D. The DEM model of the flexible membrane specimen successfully predicted the stress–strain behavior when compared with laboratory experiment results at different confining pressures. The DEM results showed that the rigid specimen applies a uniform deformation and leads to non-uniformities in the confining stress along the particle-boundary interface in the lateral direction. In contrast, the flexible specimen better replicates the uniformly applied confining stress of a laboratory triaxial experiment. The 3D DEM simulations of the specimen with flexible membrane overpredicted particle translation and rotation in all directions when compared to a laboratory triaxial specimen. The difference between the particle translation and rotation distributions of DEM specimens with rigid and flexible membrane is almost negligible. The DEM specimen with flexible membrane produces a better prediction of the macroscopic stress–strain behavior and deformation characteristics of granular materials in 3D DEM simulations when compared to a specimen with rigid membrane. Comparing macroscale response and particle-scale kinematics between triaxial simulation results of rigid versus flexible membrane demonstrated the significant influence of boundary effects on the constitutive behavior of granular materials.