Site scale modeling of slow-moving landslides,a 3D viscoplastic finite element modeling approach

This paper presents an advanced 3D numerical methodology to reproduce the kinematics of slow active landslides, more precisely, to reproduce the nearly constant strain rate (secondary creep) and the acceleration/deceleration of the moving mass due to hydrological changes. For this purpose, finite element analyses are performed in a large area covering a long time-span (12 years), in order to exhibit different interacting slope movements. First, we perform a stability analysis using the shear strength reduction (SSR) technique with a Mohr-Coulomb failure criteria. It is done in order to compute factors of safety (FS) and to identify two different scenarios, the first one being stable (FS > 1) and the second one being unstable (FS < 1). In the studied test case, the Portalet landslide (Central Spanish Pyrenees), the first scenario corresponds to an initial stable configuration of the slope and the second one to an unstable excavated configuration. Second, taking the first scenario as an initial condition, a time-dependent analysis is performed using a coupled formulation to model solid skeleton and pore fluids interaction, and a simplified ground water model that takes into account daily rainfall intensity. In this case, a viscoplastic constitutive model based on Perzyna’s theory is applied to reproduce soil viscous behavior and the delayed creep deformation due to the excavation. The fluidity parameter is calibrated to reproduce displacements measured by the monitoring systems. Our results demonstrate that 3D analyses are preferable to 2D ones for reproducing in a more realistic way the slide behavior. After calibration, the proposed model is able to simulate successfully short- and medium-term predictions during stages of primary and secondary creep.     

Rift fault geometry and evolution in the Cretaceous Potiguar Basin (NE Brazil) based on fault growth models

We investigated the Cretaceous Potiguar Basin in the Equatorial margin of Brazil to understand how the geometry of major faults evolved to form the basin internal architecture. Previous studies pointed out that the rift is an asymmetrical half-graben elongated along the NE-SW direction. We used 2D seismic, well logs and 3D gravity modeling to analyze faults that constitute the rift boundary and determine their maximum displacement (D_max) and length (L) ratio in the Potiguar Rift. We constrained the 3D gravity modeling with well data and the interpretation of seismic sections. The difference of the fault displacement and depth of the basement obtained in the gravity model is in the order of 10% compared to seismic and well data. The fault-growth curves allowed us to divide the faulted rift border into four main fault systems, which provide roughly similar D_max/L ratios. Fault-growth curves suggest that a regional uniform tectonic mechanism influenced growth of these faults. These fault systems are composed of minor faults that we define as segments. The variation of the displacements along the fault segments indicates that the fault systems were formed independently during rift initiation and were linked by hard and soft linkages. The latter formed relay ramps. In the interconnection zones the D_max/L ratios are highest due to interference of fault segment motions. We divided the evolution of the Potiguar Rift into five stages based on these ratios and correlated them with the major tectonic stages of the breakup between South America and Africa in the Early Cretaceous.     

The stress regime in a Rotliegend reservoir of the Northeast German Basin

In-situ stresses have significant impact, either positive or negative, on the short and long term behaviour of fractured reservoirs. The knowledge of the stress conditions are therefore important for planning and utilization of man-made geothermal reservoirs. The geothermal field Groß Schönebeck (40 km north of Berlin/Germany) belongs to the key sites in the northeastern German Basin. We present a stress state determination for this Lower Permian (Rotliegend) reservoir by an integrated approach of 3D structural modelling, 3D fault mapping, stress ratio definition based on frictional constraints, and slip-tendency analysis. The results indicate stress ratios of the minimum horizontal stress S _hmin being equal or increasing 0.55 times the amount of the vertical stress S _V (S _hmin ≥ 0.55S _V ) and of the maximum horizontal stress S _Hmax ≤ 0.78–1.00S _V in stress regimes from normal to strike slip faulting. Thus, acting stresses in the 4,100-m deep reservoir are S _V  = 100 MPa, S _hmin = 55 MPa and S _Hmax = 78?100 MPa. Values from hydraulic fracturing support these results. Various fault sets of the reservoir are characterized in terms of their potential to conduct geothermal fluids based on their slip and dilatation tendency. This combined approach can be adopted to any other geothermal site investigation.     

二维与三维边坡稳定性分析结果的比较与分析

二维与三维边坡稳定性分析得到的安全系数存在着差异,讨论这种差异与滑体几何尺寸及土体强度参数间的变化规律及其形成机制,可为合理地评价边坡稳定性分析提供理论依据。针对均质三维边坡,利用基于滑面正应力修正模式的极限平衡法分析程序,定性地讨论滑体形态、长高比、坡比、土体强度参数等指标对二维与三维安全系数计算结果差异(以F3/F2表示)的影响,总结F3/F2与影响指标间的变化规律,分析变化规律形成的内在机制。从工程应用的角度,给出需要考虑该差异影响的分界标准。研究表明,F3/F2随着长高比L/H、内摩擦角?及坡比m的增大逐渐减小,随着黏聚力c的增大逐渐增大;对于满足下列条件之一的边坡,宜采用三维安全系数来评价其稳定性,(1) L/H ≤ 5的滑坡体;(2) 5< L/H ≤ 10且 c > 25 kPa(或? < 15°,或m < 1.0) 的滑坡体。研究成果可为合理评价边坡稳定性分析方法提供参考。     

Structural stability of gravity dams: a progressive assessment considering uncertainties in shear strength parameters

Structural sliding stability of gravity dams is generally quantified using deterministic factor of safety, FS_det. Large FS_det (e.g. 3 in normal condition), are used in existing guidelines to guard against material and load uncertainties. Some guidelines allow an arbitrary reduction in FS_det (e.g. 2) when the knowledge in strength parameters increases from material test data. Yet, those reduced FS_det are not based on a rational consideration of uncertainties. Propagation of uncertainties could be done using probabilistic analyses, such as Monte-Carlo simulations (MC) which are complex and challenging for practical use. There is thus a need to develop simplified reliability based safety assessment procedures that could rationalise the adjustment of FS_det. This paper presents a progressive analysis methodology using four safety evaluation formats of increasing complexity: (i) deterministic, (ii) semi-probabilistic (partial coefficient), (iii) reliability based Adjustable Factor of Safety (AFS), and (iv) probabilistic. Comprehensive comparisons are made for the sliding safety evaluation of a 80 m gravity dam. Results are presented in terms of sliding factors of safety, allowable water levels, and demand/capacity ratios. It is shown that the AFS formulation, using direct integration, is simple and practical to use in complement to existing dam safety guidelines before undertaking MC simulations.     

基于灰色关联与模糊数学的重力式挡土墙震害评估

龙门山地区强震荷载导致大量已建边坡支挡结构严重受损,如何对震区受损挡土墙进行震害评估成为亟待解决的技术难点。本文首先通过对研究区挡土墙的震害分析,总结出其主要破坏模式包括滑移破坏、沉降破坏、倾覆破坏、墙身破坏以及越顶破坏5类。然后根据全面性、重要性以及科学性原则对影响震害评价的因子进行定性分析和分类,并结合挡墙的破坏模式,综合分析得到挡土墙安全评估的敏感性因子和一般因子。将震害范围60%作为挡墙评价的敏感性因子,而一般因子分为两级共10个指标,包括:滑移距离,沉降深度,倾斜角度,裂缝数量,裂缝长度比,开裂深度比,开裂宽度,错动距离,垮塌范围,覆盖范围。最后,采用灰色关联分析与模糊数学理论相结合的方法构建挡土墙震害评估体系,从而变事后处理为事先预防,为灾后恢复重建服务。     

对基坑抗隆起稳定安全系数的改进

基坑的平面形状、尺寸以及围护结构的入土深度都会影响基坑的抗隆起稳定性,但现行规范推荐的抗隆起稳定安全系数算法均不能反映这些因素的综合影响。为解决这一问题,区分不同情况,对基坑底隆起破坏可能的模式做了必要的分类,分别给出了不同破坏模式情况下抗隆起稳定安全系数的计算方法。基于此方法,基坑围护结构的强度、刚度和入土深度都会影响基坑的抗隆起稳定性。计算分析表明,无论是对于排水情况还是不排水情况,狭窄基坑都具有更好的稳定性,而围护结构的入土深度可提高基坑的稳定性。改造后的基坑安全系数使传统算法可以考虑更多因素,为狭窄基坑缩小围护结构入土深度提供了一个理论手段。     

考虑蠕变性土工格栅加筋挡土墙应力与变形有限元分析

土工格栅加筋挡土墙在岩上加固工程中得到了广泛应用。采用粘弹塑性流变模型考虑地基和填士的流变性，采用作者所建议的绎验型粘弹性本构模型考虑土工格栅的蠕变性，对于土工格栅加筋挡土墒发展了非线性有限元数值分析方法，通过变动参数的对比计算与分析探讨了逐层填筑过程、加筋长度及间距布置方式等因素对土工格栅加筋挡土墙长期变形与应力特性的影响。计算与分析表明：填筑过程对面板侧向变形、格栅拉力与应变及地基中水平位移与竖向沉降具有较大的影响；加筋使墙后填土应力重新分布；面板位移、格栅拉力及应变在经历一段时间后趋于稳定状态。     

3D stability analysis of gravity dams on sloped rock foundations using the limit equilibrium method

A convenient approach to performing stability analysis of concrete gravity dams is the so-called two-dimensional “gravity method.” However, concrete gravity dams located in valleys with sloped rock foundation abutments behave as three-dimensional (3D) structures and are often able to share compressive and shear loads between adjacent monoliths, especially when shear keys are present. A general 3D limit equilibrium method was developed in this study to compute global sliding safety factors (SSF_g) by considering sequential load redistribution among adjacent monoliths when individual monoliths have mobilized their sliding strength. Two validation examples of the sliding safety assessment of existing dams are presented to illustrate the accuracy and efficiency of the proposed approach compared to that of the full 3D numerical analyses conducted using the distinct element method. It is shown that gravity dams may be formed by individual monoliths on sloped rock foundations that will slide if considered as isolated structures but will constitute a stable assembly when the load-sharing capabilities of monoliths are recognized in the analysis.     

Degradation of polyvinyl alcohol in aqueous solutions using UV-365 nm/S2O8 2− process

This investigation evaluates the effectiveness of UV-365 nm/S₂O₈ ^2? process in degrading polyvinyl alcohol in aqueous solutions. The effects of pH, Na₂S₂O₈ dosage, and temperature on the degradation efficiency of polyvinyl alcohol were studied. Under acidic conditions, the degradation efficiency of polyvinyl alcohol exceeded that under alkaline conditions. Additionally, a higher Na₂S₂O₈ dosage and a higher temperature were associated with a higher degradation efficiency of polyvinyl alcohol. The degradation rates of polyvinyl alcohol followed a pseudo-first-order kinetic model. Moreover, the observed degradation rate coefficient increased from 0.0078 to 0.4081 min^?1 when the temperature was increased from 10 to 55 °C. Also, the activation energy estimated using the observed degradation rate coefficients and the Arrhenius equation was 64 kJ/mol. At UV-365 nm, pH 3, an Na₂S₂O₈ dosage of 0.06 g/L, a temperature of 55 °C, and an initial polyvinyl alcohol concentration of 20 mg/L, around 100 % of polyvinyl alcohol was degraded, indicating that UV-365 nm/S₂O₈ ^2? process has great potential in degrading polyvinyl alcohol in aqueous solutions.     

基于SURPAC模型的采空区与露采边坡相互影响的FLAC3D分析

采用SURPAC建立了瓮福磷矿穿岩洞矿段采场的三维地质模型,利用接口程序将模型导入FLAC3D对采空区与露采边坡之间的相互影响进行了计算,并在边坡坡顶、坡脚与采空区四周布置了监测点以监测各点应力与位移的变化。计算结果表明:采空区的存在极大地改变了采空区周边与边坡的应力分布;使得采空区周边水平位移出现明显增加,并且改变了采空区位置周边的竖向位移场,对各个采空区之间的区域的影响最为显著,使得回弹量减小;边坡与采空区监测点的应力与位移随着边坡露采的进行出现规律性的变化;采空区的存在极大地改变了岩体塑性区的分布,对于有采空区边坡,塑性区分布范围随着开挖的进行有减小的趋势,但坡面上出现明显的拉伸破坏区,不利于边坡稳定;采空区使得露采边坡的安全系数降低。     

Nitrate removal from water using UV-M/S2O4 2− advanced reduction process

In this work, a new process called advanced reduction process (ARP) was used for nitrate removal from water. This ARP process combines sodium dithionite as reducing agent with ultraviolet irradiation using medium pressure lamps (UV-M) as an activating method. Experimental results showed that UV-M/S₂O₄ ^2? process achieved almost complete removal of nitrate from aqueous solutions containing 25 mg NO₃ ^?/L using stoichiometric dose of dithionite of 68.8 mg/L at neutral pH conditions. Analysis of final products and material balance confirmed that NO₃ ^? ions were reduced to ammonium with formation of nitrite as intermediates in addition to the formation of small amounts of volatile species, mainly ammonia and nitrogen gas. Effects of certain experimental parameters including dithionite dose, initial pH, initial nitrate concentration, and UV light source on the kinetics and efficiency of nitrate reduction were evaluated. Increasing dithionite dose augmented the rate of nitrate reduction and enhanced the efficiency of ARP process. Dithionite doses higher than stoichiometric ratios led to complete removal of nitrate in shorter reaction time. UV-M/S₂O₄ ^2? process was found to be effective only under neutral pH or alkaline conditions, and its removal efficiency is negligible in acidic medium (pH < 4). Irradiation with UV-M was more effective than low pressure or narrow band lamps. These results can be attributed to the contribution of several mechanisms for nitrate reduction to ammonium. These include the following: direct photolysis, chemical reduction of nitrate dithionite, and mediated reduction of nitrate by free reducing radicals.     

Comparison of the pseudo-static and dynamic behaviour of gravity retaining walls

Summary Pseudo-static and dynamic non-linear finite element analyses have been performed to assess the dynamic behaviour of gravity retaining walls subjected to horizontal earthquake loading. In the pseudo-static analysis, the peak ground acceleration is converted into a pseudo-static inertia force and applied as a horizontal incremental gravity load. In the dynamic analysis, an actual measured earthquake acceleration time history has been scaled to provide peak ground acceleration values of 0.1 g and 0.3 g. Good agreement is obtained between the pseudo-static analysis and analytical methods for the calculation of the active coefficient of earth pressure. However, the results from the dynamic analysis require careful interpretation. In the pseudo-static analysis, the increase in the point of application of the resultant active force with the horizontal earthquake coefficient k _h from the one-third point to the mid-height of the wall is clearly observed. In the dynamic analysis, the variation in the point of application is shown to be a function of the type of wall deformation. Both finite element analyses indicate the importance of determining the magnitude of the predicted displacements when assessing the behaviour of the wall to seismic loading.     

铁山隧道和大垭口隧道的平面弹塑性有限元分析

对巴彭公路铁山隧道和开万公路大垭口隧道的两个典型剖面的稳定性进行了平面弹塑性有限元计算,分析了围岩中的应力、变形、塑性区以及初期支护和二次衬砌结构的承载能力,得出了相应的认识：（1）在特定的埋深、岩体类别、支护结构及荷载释放比例的条件下,洞室周围有较强的应力集中现象,一定部位及范围内的围岩进入了塑性状态;（2）喷层、二次衬砌及锚杆均在弹性范围内工作,并且有较大的安全储备。     

A simple estimation model for 3D braced excavation wall deflection

A series of two-dimensional (2D) and three-dimensional (3D) finite element analyses using the Hardening Soil (HS) model were carried out to investigate the influences of soil properties, wall stiffness, excavation length, excavation depth, clay thickness at the base of the excavation and wall embedment depth, on the maximum wall deflection induced by braced-excavation. The results show that the 3D maximum wall deflections are generally much smaller than those for 2D. Comparisons were also made with other commonly used semi-empirical charts. Based on the finite element results in this study, a simple wall deflection equation was developed for estimating the maximum wall deflection that takes the 3D effects into consideration through different ratios of excavation length over excavation width.     

现代植物炭屑形态的初步分析及其古环境意义*

通过对23种现代植物炭屑的观察、测量以及对草本、木本炭屑模拟破碎试验后的测量统计发现:现代植物炭屑形态根据其长宽比(L/W)和形态特征可以分为3个类型:1)草本型炭屑,L/W最大,平均为10.2±1.3, 呈长-薄条型、针型、簇纤维型,边缘及断口截然,棱角分明,有些具有气孔构造,很少有不规则的形态出现; 2)木本型炭屑(灌木+乔木),L/W较小,平均3.1±0.2,多呈方~长方型或立方体型,边缘多参差不齐,有些横向断口有粗大木纤维露出,相对致密; 3)阔叶类植物叶片炭屑,L/W最小,平均1.7±0.1,薄片状、网状,絮状,易碎。进一步通过对6个典型草原和森林表土样品的实验室分析,发现现代土壤中的炭屑颗粒大小相对现代植物炭屑颗粒大小总体有所减小,但草原土壤中炭屑长宽比相对森林土壤炭屑仍然较大,土壤中炭屑形态和部分结构鉴别特征仍能保留。表明L/W值与炭屑结构特征可以用来区分多数草本与木本植物炭屑。在此基础上,通过对黄土高原渭南剖面S₁以来不同层位12个地层样品的炭屑形态分析,初步研究了不同草本、木本植物炭屑形态变化的特点和环境意义。     

On the linear elastic responses of the 2D bonded discrete element model

The bonded discrete element model (DEM) is a numerical tool that is becoming widely used when studying fracturing, fragmentation, and failure of solids in various disciplines. However, its abilities to solve elastic problems are usually overlooked. In this work, the main features of the 2D bonded DEM which influence Poisson's ratio and Young's modulus, and accuracy when solving elastic boundary value problems, are investigated. Outputs of numerical simulations using the 2D bonded DEM, the finite element method, a hyper elasticity analysis, and the distinct lattice spring model (DLSM) are compared in the investigation. It is shown that a shear interaction (local) factor and a geometric (global) factor are two essential elements for the 2D bonded DEM to reproduce a full range of Poisson's ratios. It is also found that the 2D bonded DEM might be unable to reproduce the correct displacements for elastic boundary value problems when the represented Poisson's ratio is close to 0.5 or the long-range interaction is considered. In addition, an analytical relationship between the shear stiffness ratio and the Poisson's ratio, derived from a hyper elasticity analysis and applicable to discontinuum-based models, provides good agreement with outputs from the 2D bonded DEM and DLSM. Finally, it is shown that the selection of elastic parameters used the 2D bonded DEM has a significant effect on fracturing and fragment patterns of solids.     

Finite Element Analysis of Geogrid Encased Stone Columns

Stone columns in soft soil improve bearing capacity because they are stiffer than the material which they replace, and compacted stone columns produce shearing resistances which provide vertical support for overlying structures or embankments. Also stone columns accelerate the consolidation in the native surrounding soil and improve the load settlement characteristics of foundation. In this paper, the finite element method is utilized as a tool for carrying out analyses of stone column–soil systems under different conditions. A trial is made to improve the behaviour of stone column by encasing the stone column with geogrid as reinforcement material. The program CRISP-2D is used in the analysis of problems. The program allows prediction to be made of soil deformations considering Mohr-Coulomb failure criterion for elastic–plastic soil behaviour. A parametric study is carried out to investigate the behaviour of standard and encased floating stone columns in different conditions. Different parameters were studied to show their effect on the bearing improvement and settlement reduction of the stone column. These include the length to diameter ratio (L/d), shear strength of the surrounding soil and, the area replacement ratio (a_s) and others. It was found that the maximum effective length to diameter (L/d) ratio is between (7–8) for Cu, between (20–40) kPa and between (10–11) for Cu?=?10?kPa for ordinary floating stone columns while the effective (L/d) ratio is between (7–8) for encased floating stone columns. The increase in the area replacement ratio increases the bearing improvement ratio for encased floating stone columns especially when the area replacement ratio is greater than (0.25). The geogrid encasement of stone column greatly decreases the lateral displacement compared with ordinary stone column.     

Crystal structure and cation lone electron pair activity of Bi2S3 between 0 and 10 GPa

Crystal structure of Bi₂S₃ was refined at eight distinct hydrostatic pressures in the range 0–10 GPa using a CCD equipped 4-circle diffractometer and a diamond-anvil cell. Coefficients of the BM3 equation of state are as follows: zero-pressure volume 498.4(7) Å³, bulk modulus K ₀ 36.6(15) GPa and its pressure derivative 6.4(5). The bulk of compression takes place in the structural space between Bi₄S₆ ribbons, where lone-electron pairs are accommodated. Eccentricity of Bi in its coordination polyhedra decreases in the process, with long Bi–S distances decreasing, whereas the opposing short Bi–S distances stay constant or even increase in length. All these phenomena are compatible with the movement of lone-electron pairs of Bi closer to the parent atom at increasing pressure.     

Numerical simulation of carbon dioxide injection for enhanced gas recovery (CO2-EGR) in Altmark natural gas field

This paper studied the CO₂-EGR in Altmark natural gas field with numerical simulations. The hydro-mechanical coupled simulations were run using a linked simulator TOUGH2MP-FLAC3D. In order to consider the gas mixing process, EOS7C was implemented in TOUGH2MP. A multi-layered 3D model (4.4 km × 2 km × 1 km) which consists of the whole reservoir, caprock and base rock was generated based on a history-matched PETREL model, originally built by GDF SUEZ E&P Deutschland GmbH for Altmark natural gas field. The model is heterogeneous and discretized into 26,015 grid blocks. In the simulation, 100,000 t CO₂ was injected in the reservoir through well S13 within 2 years, while gas was produced from the well S14. Some sensitivity analyses were also carried out. Simulation results show that CO₂ tends to migrate toward the production well S14 along a NW–SE fault. It reached the observation wells S1 and S16 after 2 years, but no breakthrough occurred in the production well. After 2 years of CO₂ injection, the reservoir pressure increased by 2.5 bar, which is beneficial for gas recovery. The largest uplift (1 mm) occurred at the bottom of the caprock. The deformation was small (elastic) and caprock integrity was not affected. With the injection rate doubled the average pressure increased by 5.3 bar. Even then the CO₂ did not reach the production well S14 after 2 years of injection. It could be concluded that the previous flow field was established during the primary gas production history. This former flow field, including CO₂ injection/CH₄ production rate during CO₂-EGR and fault directions and intensity are the most important factors affecting the CO₂ transport.