Mechanical transitional behavior of binary mixtures via DEM: Effect of differences in contact-type friction coefficients

This report presents a numerical investigation of the shear behavior of binary mixtures via a two-dimensional discrete element method. The effect of the coarse particle content on the peak shear strength of mixtures is investigated for different contact-type friction coefficients. A detailed analysis on the anisotropies enables us to understand the microscopic mechanisms that result in the dependency of the peak shear strengths on the coarse particle content. The contributions of different contact types to the peak shear strength are quantified. Lastly, the inter-particles structures are examined when the binary mixtures become coarse-particle-supported structures.     

Drainage conditions around monopiles in sand

Large diameter monopiles are typical foundation solutions for offshore wind turbines. In design of the monopile foundations in sand, it is necessary to understand the drainage conditions of the foundation soil under the design loading conditions as the soil performance (strength and stiffness) is highly dependent on the drainage conditions. This paper presents a numerical investigation into this issue, with a purpose to develop a simple design criterion for assessing the soil drainage conditions around a monopile in sand. It is found that for typical monopile foundations in sand, the drainage condition during a single load cycle is generally expected to be undrained. However, the current state-of-practice uses p-y springs derived for drained soil responses for monopile design. The impact of this discrepancy on monopile foundation design was evaluated and found to be insignificant due to the relatively low level of loading as compared to the capacity of the soil.     

香港大屿山残坡积土的残余强度试验研究

粘性土的残余强度是边坡稳定性评价、桩基与土的相互作用机理研究及填土边坡设计中的重要参数。本文在综述大量文献的基础上,结合香港大屿山火山岩风化残坡积土的残余强度试验研究,分析了残余强度的测试方法和影响残余强度的因素。研究结果表明,残余强度与有效法向应力间具有明显的非线性关系;与单剪测试结果相比,多级剪测试结果明显偏高。     

Comparison of evolutionary and static modeling of stresses around a salt diapir

We compare an evolutionary with a static approach for modeling stress and deformation around a salt diapir; we show that the two approaches predict different stress histories and very different strains within adjacent wall rocks. Near the base of a rising salt diapir, significantly higher shear stresses develop when the evolutionary analysis is used. In addition, the static approach is not able to capture the decrease in the hoop stress caused by the circumferential diapir expansion, nor the increase in the horizontal stress caused by the rise of the diapir. Hence, only the evolutionary approach is able to predict a sudden decrease in the fracture gradient and identify areas of borehole instability near salt. Furthermore, the evolutionary model predicts strains an order of magnitude higher than the strains within the static model. More importantly, the evolutionary model shows significant shearing in the horizontal plane as a result of radial shortening accompanied by an almost-equivalent hoop extension. The evolutionary analysis is performed with ELFEN, and the static analysis with ABAQUS. We model the sediments using a poro-elastoplastic model. Overall, our results highlight the ability of forward evolutionary modeling to capture the stress history of mudrocks close to salt diapirs, which is essential for estimating the present strength and anisotropic characteristics of these sediments.     

Particle breakage of artificially crushable materials subject to drained cyclic triaxial loading

Upon cyclic loading, particle breakage of constituent granular materials occurs when the resulting local stresses exceed their strength, which has a significant influence on the deformation of the embankment, foundation and pavement structures. In this study, the artificially crushable materials were tested to investigate the particle breakage properties of these structures when subjected to drained cyclic triaxial loading. Twelve sets of samples were tested at the confining pressures of 100, 125, 150 and 175 kPa and a frequency of 1.0 Hz using a GCTS triaxial system. The cyclic test results indicate that at the same confining pressure, the residual volumetric strain increases with decreasing maximal deviatoric stress q_max at a given ratio of the number of cycles (N) to the number of cycles of failure (N_f). The cumulative crushing ratio R_cc decreases with increasing q_max, leading to a reduction in N_f. The internal frictional angle decreases with increasing R_cc, and R_cc increases with increasing N_f. Furthermore, the confining pressure, maximal cyclic deviatoric stress and N have significant influences on the degree of particle breakage, which leads to volumetric contraction during the cyclic loading process. Finally, the resilient modulus at failure increases linearly with increasing R_cc.     

Effects of soil fabric on behaviors of granular soils: Microscopic modeling

The effects of initial soil fabric on behaviors of granular soils are investigated by using Distinct Element Method (DEM) numerical simulation. Soil specimens are represented by an assembly of non-uniform sized spheres with different initial contact normal distributions. Isotropically consolidated triaxial compression loading and extension unloading in both undrained and drained conditions are simulated for vertically- and horizontally-sheared specimens. The numerical simulation results are compared qualitatively with the published experimental data and the effects of initial soil fabric on resulting soil behaviors are discussed, including the effects of specimen reconstitution methods, effects of large preshearing, and anisotropic characteristics in undrained and drained conditions. The effects of initial soil fabric and mode of shearing on the quasi-steady state line are also investigated. The numerical simulation results can systematically explain that the observed experimental behaviors of granular soils are due principally to their conditions of the initial soil fabric. This outcome provides insights into the observed phenomena in microscopic view.     

Assessment of pingo distribution and morphometry using an IfSAR derived digital surface model, western Arctic Coastal Plain, Northern Alaska

Pingos are circular to elongate ice-cored mounds that form by injection and freezing of pressurized water in near-surface permafrost. Here we use a digital surface model (DSM) derived from an airborne Interferometric Synthetic Aperture Radar (IfSAR) system to assess the distribution and morphometry of pingos within a 40,000 km² area on the western Arctic Coastal Plain of northern Alaska. We have identified 1247 pingo forms in the study region, ranging in height from 2 to 21 m, with a mean height of 4.6 m. Pingos in this region are of hydrostatic origin, with 98% located within 995 drained lake basins, most of which are underlain by thick eolian sand deposits. The highest pingo density (0.18 km^− 2) occurs where streams have reworked these deposits. Morphometric analyses indicate that most pingos are small to medium in size (< 200 m diameter), gently to moderately sloping (< 30°), circular to slightly elongate (mean circularity index of 0.88), and of relatively low height (2 to 5 m). However, 57 pingos stand higher than 10 m, 26 have a maximum slope greater than 30°, and 42 are larger than 200 m in diameter. Comparison with a legacy pingo dataset based on 1950s stereo-pair photography indicates that 66 may have partially or completely collapsed over the last half-century. However, we mapped over 400 pingos not identified in the legacy dataset, and identified only three higher than 2 m to have formed between ca. 1955 and ca. 2005, indicating that caution should be taken when comparing contemporary and legacy datasets derived by different techniques. This comprehensive database of pingo location and morphometry based on an IfSAR DSM may prove useful for land and resource managers as well as aid in the identification of pingo-like features on Mars.     

Finite element modeling of the tensile capacity of suction caissons in cohesionless soil

When suction caissons are used as foundations for jacket structures, the caissons are exposed to significant vertical loads. If the self-weight of the structure is relatively low, a large horizontal load may lead to tension on the foundation on the incoming side. For steady loads, such as the wind load during production, the soil response will be drained. This paper presents the results from a series of finite element analysis (FEA) on suction caissons in cohesionless soil. The analyses are performed on suction caissons with different dimensions and different soil conditions. For normalization, dimensional analyses of the calculated results are performed to create dimensionless groups. The dimensionless groups are used to establish a relation between the normalized tensile capacity and the interface strength. This relation is used to establish two formulations of the drained tensile capacity for suction caissons in cohesionless soils. One for associated plasticity and one for non-associated plasticity with the dilatation angle equal zero.     

Comparison of existing poroelastic models for wave damping in a porous seabed

Mechanism of wave–seabed interaction has been extensively studied by coastal geotechnical engineers in recent years. Numerous poro-elastic models have been proposed to investigate the mechanism of wave propagation on a seabed in the past. The existing poro-elastic models include drained model, consolidation model, Coulomb-damping model, and full dynamic model. However, to date, the difference between the existing models is unclear. In this paper, the fully dynamic poro-elastic model for the wave–seabed interaction will be derived first. Then, the existing models will be reduced from the proposed fully dynamic model. Based on the numerical comparisons, the applicable range of each model is also clarified for the engineering practice.