Theory of the collapsed zone at the front of a coal seam and its effect on translatory rock bursting

If the slope of the uniaxial stress–strain diagram in the post-failure regime is steep enough, it is shown, using a simplified (‘elementary’) theory, that the frontal zone of a coal seam close to a cavity may suddenly collapse. This collapse, well known from in situ, evidence, is also shown to reduce in most cases the danger of initiation or the strength of a subsequent coal mine bump.     

Analysis of Post-Failure Slope Movements within the Framework of Hazard and Risk Analysis

The paper first recalls briefly a methodological framework to assess landslide hazard and risk analysis in terms of predisposition, triggering andrevealing factors. This framework, that reflects the mechanisms involved in the landslide, is based on the Geotechnical Characterisation of slope movements proposed by Vaunat et al. (1994) and Leroueil et al. (1996). The Geotechnical Characterisation can be schematized by a 3-D matrix having the following axes: types of movement; types ofmaterial; and the four stages of movement: pre-failure, failure, post-failure andreactivation. For each relevant element of this 3-D matrix, there is a characterisationsheet including: the controlling laws and parameters, the predisposition factors, thetriggering or aggravating factors, the revealing factors and the consequences of the movement. The paper focuses afterwards on the post-failure stage, which generallyis the most destructive, and on the mobility index. It is shown that this laterindex can be described as the product of sub-indices associated with failure, brittlenessof the material, ability of the soil to develop pore pressures, geometry of the moving soil mass and characteristics of the terrain. It is also shown how these aspectscan be incorporated into the Geotechnical characterisation of slope movements. This seems to provide a rational basis for examining slope movements at the post-failure stage and assessing associated risks.     

Effect of element size on the static finite element analysis of steep slopes

The accuracy of the computed stress distribution near the free surface of vertical slopes was evaluated in this study as a function of the element size, including aspect ratio. To accomplish this objective, a parametric study was carried out comparing stresses computed using the finite element method (FEM) to those obtained from a physical model composed of photoelastic material. The results of the study indicate a reasonable agreement between a gelatin model and the FEM model for shear stresses, and an overall good agreement between the two models for the principal stresses. For stresses along the top of the slope, the height of the element tends to be more important than width or aspect ratio, at least for aspect ratios up to 4. In all cases, the greatest difference between the two models occurs in the vicinity of the slope. Specifically, if H is defined as the slope height, an element height of H/10 appears to be adequate for the study of stresses deep within the slope, such as for typical embankment analyses. However, for cases where tensile stresses in the vicinity of the slope face which are critical, such as for the stability analysis of steep slopes, element heights as small as H/32, or higher‐order elements, are necessary. Copyright © 2001 John Wiley & Sons, Ltd.     

The influence of shallow landslides on sediment supply: A flume-based investigation using sandy soil

The impact of rainfall-induced shallow landslides on hillslope sediment discharge is not well understood. This paper reports experimental measurements of sediment discharge after water-induced shallow landslides are triggered on sandy soil in a flume under simulated rainfall. The principal aim of the research was to investigate how varying soil depth affects the location and occurrence of shallow slope failures, as well as how it affects sediment yields downslope. Four experiments were conducted using the same sandy soil and a 30° and 10° compound slope configuration under average rainfall intensity of 50 mm h^− 1 for up to 390 min. Soil depths were set to 200, 300, 400 and 500 mm. Engineering and geotechnical properties of the soil were examined. Sediment discharge and runoff were collected from the flume outlet at 15 minute intervals. Changes in the soil slope profiles after landslides and soil physical properties resulted from soil armouring, under continuous rainfall were also recorded. Results showed that sediment yields at the flume outlet, before landslides occurred, were very low and limited to the finer soil particles as would be expected for a sandy soil. However subsequent variations in sediment discharge were strongly related to failure events and their proximity to the outlet. Sediment yield was also affected by the original soil depth; the greater the depth, the higher the sediment yields. Post-failure reductions in sediment discharge were observed and attributed to post-failure slope stabilization under continuing rainfall and extensive soil armouring near the flume outlet. The results provide a clear linkage between landslides and sediment discharge due to hydrological processes occurring in the hillslope. This knowledge is being used to develop a model to predict sediment discharges from hillslopes following shallow landslide events.     

Boron isotopic composition of tourmaline from massive sulfide deposits and tourmalinites

Boron isotope ratios (¹¹B/¹⁰B) have been measured on 60 tourmaline separates from over 40 massive sulfide deposits and tourmalinites from a variety of geologic and tectonic settings. The coverage of these localities is global (5 continents) and includes the giant ore bodies at Kidd Creek and Sullivan (Canada), Broken Hill (Australia), and Ducktown (USA). Overall, the tourmalines display a wide range in ¹¹B values from –22.8 to +18.3 Possible controls over the boron isotopic composition of the tourmalines include: 1) composition of the boron source, 2) regional metamorphism, 3) water/rock ratios, 4) seawater entrainment, 5) temperature of formation, and 6) secular variations in seawater ¹¹B. The most significant control appears to be the composition of the boron source, particularly the nature of footwall lithologies; variations in water/ rock ratios and seawater entrainment are of secondary importance. The boron isotope values seem especially sensitive to the presence of evaporites (marine and non-marine) and carbonates in source rocks to the massive sulfide deposits and tourmalinites.     

Determination of optimal numbers of class intervals using maximum entropy

Based on the maximum entropy concept, optimal numbers of class intervals(K) for a closed array of samples has been determined. From the analysis, two values ofK (8 and 19) are selected as the most appropriate. ForK=8, the probability of occurrence on each unequal-size interval isp _i=0.125, whereasK=19 results inp _i=0.0526. An objective method for determining interval limits, modified from a previous method by Full et al. (1984), is also included.Contribution 114, Instituto Argentino de Oceanografia.     

Stability of embankments constructed from soil mixed with stone dust in quarry reclamation

This study examines the stability of an embankment used in stone quarry reclamation built of local natural soil mixed with stone dust. Stone dust is a fine-grained and low-strength material, whereas soil is coarser with higher strength. Test results show that the shear strength and maximum dry unit weight of the mixed material increase with a decrease in the stone dust. After reviewing various domestic and international standards for slope stability, this study suggests a three-grade slope stability rating system (“unstable,” “requires attention” and “stable”) for embankments built of soil mixed with stone dust. A series of slope stability analysis aims to define stable heights, slope angles and mix ratios for such embankments. Safe slope gradients should be 1:1.8 or higher for 10 m high embankments. Embankments 15 m in height should use a mix ratio less than 50% and a slope gradient of 1:1.8 or higher. The safe dimensioning and design guideline values determined by this study should be useful for the construction of new, as well as the stability evaluation of existing embankments that have been made from mixed soils containing stone dust.     

均质坡设计最小安全系数的非圆弧曲线搜寻法

挖方边坡设计的目标是确定设计安全系数下的坡角和坡高,设计边坡是安全系数大于1的稳定边坡,不存在滑面,搜索的目的是寻找与设计安全系数相等的最小剪应比（面）。提出一种非常简单的指数型曲线搜索法,可搜索存在地下水的均质坡设计最小安全系数与其相应的坡角或坡高。从坡肩向外,进行等步长点搜索通过坡趾的曲线族。在每一点、指数由1逐渐增大变动指数曲线,对曲线与坡面线间的坡体进行条分,把每个条块底面抗剪强度与剪应力分解为水平与垂直分力,根据平行力系可移动原理,求各条块抗剪强度与剪应力的水平分力与垂直分力的合力,然后计算该曲线剪应比面的抗剪强度与剪应力,得到该剪应比面的剪应比,逐点对剪应比大小进行比较,搜索出曲线族的最小剪应比,直到通过某点的指数曲线的最小剪应比等于设计安全系数为止。通过3个算例与其他方法计算结果进行对比,表明这一方法的有效性具有实用价值,提出边坡设计应以最小安全系数为主要参照标准。     

Die Kristallstruktur von Fe2Te4O11

Zusammenfassung Die Verbindung Fe₂ ³+Te₄O₁₁ kristallisiert monoklin, RaumgruppeC _2h ⁵ –P 2₁/c, sowie den Gitterkonstantena ₀=11,88 Å,b ₀=6,95 Å,c ₀=14,13 Å, =123°44, Z=4. Die Struktur wurde an dreidimensionalen photographischen Röntgendaten ermittelt.R=0,08 für 1365 beobachtete Reflexe. In der Atomanordnung ist ein Eisenatom verzerrt oktaedrisch von sechs, das zweite Eisenatom von fünf Sauerstoffen umgeben. Jedes Telluratom wird von drei Sauerstoffen in einem Abstand 2,10 Å umgeben. Ein vierter Sauerstoff hat bezüglich dieser drei einen um 10 bis 25% größeren Abstand. Der Übergang von einer (3+1)-zu einer 4-Koordination um vierwertiges Tellur wird aufgezeigt.

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The crystal structure of Fe₂Te₄O₁₁

Summary The compound Fe₂ ³+Te₄O₁₁ crystallizes monoclinic, space groupC _2h ⁵ –P 2₁/c, with lattice constantsa ₀=11.88 Å,b ₀=6.95 Å,c ₀=14.13 Å, =123°44, Z=4. The crystal structure is derived from 3-dimensional photographic X-ray data.R=0.08 for 1365 observed reflections. In the atomic arrangement one iron is coordinated octahedrally by six oxygens, the other one by five oxygens. Each tellurium atom is coordinated by 3 oxygens with Te–O2.10 Å. Comparable with these 3 Te–O distances the distance of a fourth one is 10 to 25% greater. A transition from (3+1) to 4 in the coordination number around tetravalent tellurium is shown.

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Mit 6 Abbildungen     

The scope for generating bio-oils with relatively low oxygen contents via hydropyrolysis

The primary oils obtained in high yields from fast (fluidised-bed) pyrolysis of biomass generally have high oxygen contents (ca. 40% w/w). The scope for using pyrolysis under hydrogen pressure (hydropyrolysis), to give oils with much lower oxygen contents compared to normal pyrolysis has been investigated. Fixed-bed hydropyrolysis tests have been conducted on cellulose, sugar cane bagasse and eucalyptus wood using hydrogen pressures up to 10 MPa, with heating rates of 5 and 300°C min⁻¹. A colloidal FeS catalyst was used in some tests (Fe loading of 5%, w/w) to increase overall conversions. Further, the attractive option of using a two-stage reactor in which the primary oil vapors are passed though a bed of hydrotreating catalyst is also described. Raising the hydrogen pressure from atmospheric to 10 MPa reduced the oxygen content of the primary oil by over 10% to below 20% w/w. The addition of a dispersed iron sulphide catalyst gave conversions close to 100% for all three biomass samples investigated at 10 MPa under conditions in the fixed-bed reactor where significant diffusional resistances existed and reduced the oxygen content of the bio-oil by a further 10%. Although NMR indicated that the oils became increasingly aromatic as more oxygen was removed, the increase in hydrogen pressure decreased the extent of overall aromatisation that occurs primarily due to the lower char yields obtained. In two-stage tests for cellulose, using a commercial sulphided Ni/Mo γ-Al₂O₃ catalyst at 400°C, increasing the hydrogen pressure from 2.5 to 10 MPa decreased the oxygen content of the oil by over 20% to 10% w/w. The H/C ratios were higher and O/C ratios smaller for the two-stage bio-oils compared to their single stage counterparts. However, the differences in the O/C ratios between the single and two-stage bio-oils increase with pressure.     

10Be meltwater signal in Orca basin sediments,Gulf of Mexico

An increase in the cosmogenic beryllium-10 content of the Orca basin sediments due to the flooding of the Gulf of Mexico (GM) by meltwaters during the late Wisconsin interglacial is reported. A strong negative correlation (γ =-0.99) betweenδ ¹⁸ O (in the range o f-1.5‰ to +0.5‰) and¹⁰Be/Al ratio is seen. During intense flooding reflected by a decrease in δ¹⁸O by ∼ 2‰, this correlation may not hold as some of the sediments with low¹⁰Be/Al ratio and deposited on the shelf and slope regions of the GM during the earlier glacial period would also be washed into the basin. The deposited sediment would then be a mixture with a¹⁰Be/Al ratio lower than expected from the correlation     

Study of shaking table test of seismic subsidence loess landslides induced by the coupling effect of earthquakes and rainfall

Light rain or moderate rain is the most common meteorological event in the rainy season in the loess area of China, so the probability of landslide hazards induced by the coupling effect of earthquakes and rainfall under the condition of light rain or moderate rain is relatively higher than that under heavy rain. To study the dynamic response characteristics and instability mechanism of loess slopes by the coupling effect of earthquakes and rainfall under the conditions of moderate rain and light rain, a low-angle slope model test of a large-scale shaking table after 10 mm of rainfall was carried out. By gradually increasing the dynamic loading, the evolution of the macroscopic deformation and the instability failure mode of the slope model are observed; the temporal and spatial trends of the amplification effect, acceleration spectrum, pore pressure and soil pressure are analyzed; and the failure mechanism of the slope is determined. The results showed that the amplification effect increased along the slope surface upward, and a strong amplification effect appeared at the front of the top of the slope. Because of the stronger dynamic stress action on the upper part of the slope, the immersed soil in the upper part of the slope experienced seismic subsidence deformation, the saturation in the seismic subsidence soil increased, and the water content temporarily increased locally. With the further increase in the loading intensity, a large number of tension cracks were generated in the seismic subsidence area, and water infiltrated down along the cracks and the wetting range expanded under dynamic action. The range of seismic subsidence and cracks further extended to the deep part of the slope. Under the reciprocating action of the subsequent ground motion, the swing amplitude of the soil mass in the seismic subsidence area, which is divided by a large number of cracks in the upper part of the slope, increased further, resulting in the further reduction in the residual strength of the seismic subsidence soil mass located at the crack tip due to the pull and shear action. Finally, under the combined action of gravity and dynamic force, the upper soil mass in the seismic subsidence area dragged the lower soil mass in the seismic subsidence area downward because the sliding force is greater than the residual strength of the soil mass, which induced a seismic subsidence-type loess landslide. Under the coupling effect of earthquakes and rainfall, the instability mode and mechanism of this landslide are significantly different from those of liquefaction-type landslides.

     

新型预应力路基水平附加应力计算的图表法

水平预应力自坡面向路堤内的传播特征与扩散规律是预应力路基加固法需要解决的关键问题。基于弹性理论,推导了预应力路基内的水平附加应力计算公式,通过大量布点计算获得了6种典型坡率下预应力路基内的水平附加应力扩散系数图表,并分析了不同坡率和侧压板边长比下路基内水平附加应力扩散规律。研究表明：（1）可通过边坡坡率1:m、侧压板边长比l/b和计算点水平深度与板宽之比h/b三个无量纲参数,结合图表法快速、准确地获得预应力路基内任一点处的水平附加应力扩散系数KH;（2）不同路堤坡率下,板下（上）角点处水平附加应力扩散系数KHD(KHU)-h/b关系曲线基本趋同,板下角点处KHD随h/b的变化规律以临界板尺寸比(l/b)c为界,可分为先增后减和逐渐减小两种,而板上角点处KHU则随h/b的增加而逐渐减小;同一路堤坡率下,KH随l/b的增加而增大,但增加速率逐渐减小;（3）当侧压板距路肩线净距大于2.0倍板宽时,图表法插值所得附加应力与理论公式结果及数值仿真结果吻合良好,论证了图表法及理论公式的可靠性和适用条件。研究成果可为预应力路基设计提供一种快速且简便的设计参考蓝本,系一种高效集成法。     

Surface water flow over a pervious pavement

This work investigates the profiles of surface water flow over a pervious pavement, for example, highway, during a uniform rainfall. The pavement, such as porous asphalt or open‐graded asphalt friction course, is regarded as a porous medium, and the flow inside the layer is porous media flow. At first, the velocity distributions are solved based on the simplified Navier–Stokes equations and Biot's theory of poroelasticity for the water layer and the permeable layer, respectively. Then, the flow profiles can be found via the continuity equation. Because the closed form of the water depth cannot be obtained, a numerical technique is employed to find the flow profiles on the pavement surface. A critical permeability factor related to the material and structure of pavement is illustrated to be η = 1.36 × 10^{? 4}m as the half road width L = 20 m, the cross slope S = 0.02,the pavement thickness H = 0.05 m, and rainfall intensity i = 100 mm/h. The water on the road surface can be drained very fast, whereas the parameter is greater than the critical value. Another illustration of allowable/safety water depth is made for the design of the pavement thickness. Copyright © 2012 John Wiley & Sons, Ltd.     

基于Hoek-Brown准则的冻融循环条件下露天煤矿边坡岩体力学系数修正

在露天矿边坡稳定性计算和评价过程中,边坡稳定性评价结果与岩体力学参数的选取密切相关。而在冻融循环条件下,岩石的物理力学参数随着冻融次数的变化而变化。首先通过室内模拟的方法对粗砂岩和细砂岩进行不同次数的冻融循环试验,然后进行一系列的单轴和三轴压缩试验,得到冻融循环条件下完整粗砂岩和细砂岩的物理力学参数;基于Hoek-Brown强度准则中的爆破扰动参数D,提出冻融循环劣化参数D_f,利用修正的Hoek-Brown准则得到冻融循环条件下岩体力学参数,并分析了边坡岩体的破坏模式。结果表明:随着冻融循环次数的增加,粗砂岩和细砂岩的单轴抗压强度、弹性模量和黏聚力降低减小,内摩擦角变化较小;而岩体的单轴抗压强度、整体抗压强度、抗拉强度、变形模量、黏聚力和内摩擦角均减小,这说明岩体在冻融循环环境中是不断损伤的,质量逐渐变差;随着冻融循环次数不断增加,岩体的抗剪强度劣化在不断加速,边坡的破坏形式主要为剪切破坏。修正的岩体力学参数为露天矿边坡稳定性分析提供更为准确的数据。      

Population structure, growth rates, and seasonal abundance of twoSyngnathus pipefish species

Northern pipefish,Syngnathus fuscus, and dusky pipefish,Syngnathus floridae, are among the most abundant ichthyofauna components of the Chesapeake Bay, USA, eelgrass beds,Zostera marina, but population structure and many life history traits remain uncharacterized. We conducted monthly collections from May through September 2003–2005 in Chincoteague Bay, Virginia, to investigate seasonal migration and spawning, sex ratios, size at maturity, sexual dimorphism in length, and growth rates. BothS. fuscus andS. floridae spawned from May through September. Water temperature was significantly correlated withS. fuscus catches, whereasS. floridae abundance peaked after maximum water temperatures. Sex ratio data indicatedS. floridae populations are balanced, whileS. fuscus populations are strongly female-biased. Both species can quickly reach reproductive maturity, potentially within one season, becauseS. fuscus andS. floridae population growth rates average 1.0 mm d⁻¹ and minimum standard length at maturity measures 125 and 103 mm, respectively, for females and 99 and 91 mm, respectively, for males. ForS. fuscus, females were significantly longer than conspecific males during time periods when juveniles were not rapidly maturing. Size sexual dimorphism in this species coincides with reports of extensive paternal care and supports the hypothesis that the strength of sexual selection differs in these species.     

基于离心机和数值模拟的软硬互层反倾层状岩质边坡变形特征分析

我国西部山区建设揭露了众多大型弯曲倾倒变形体,它们多具有软硬互层结构。为进一步探明软硬互层反倾岩质边坡的变形破坏规律,本研究融合大型土工离心机试验与自开发的可以综合考虑节理面拉剪和压剪破坏的Hoek-Brown与Mohr-Coulomb联合强度准则,对此类边坡进行试验与数值模拟分析。首先,结合监测点位移和应力曲线对边坡的变形破坏过程进行详述并验证了所提出的强度准则及所建立的数值模型的正确性;然后,基于此数值模型研究不同几何因素对此类边坡倾倒破坏特征的影响。结果表明:（1）节理单元采用Hoek-Brown与Mohr-Coulomb联合强度准则可以较准确地模拟软硬互层反倾边坡的层间错动以及岩层弯折;（2）此类坡体倾倒变形破坏全过程为:层间先出现相互错动,然后边坡自坡脚部位开始出现弯曲变形,随后坡体后缘出现拉张裂缝,与此同时边坡整体向临空面弯曲倾倒,最终形成2个或3个破坏面;（3）随着岩层倾角的增大,边坡一级破坏面逐渐向坡体深处发展;（4）随着硬/软岩层厚比的减小,坡顶竖向位移变小,且坡体滑动的整体性逐渐增强;（5）随着软/硬岩层厚比的增加,坡体破坏面逐渐由粗糙的“锯齿状”向平滑的“圆弧状”过渡。     

土体抗拉强度对均质边坡稳定性的影响

目前对均质边坡稳定性受岩土体抗拉强度影响程度的看法不一,尤其是对不同坡度的边坡受抗拉强度的影响甚至有相反意见。基于有限差分程序FLAC^3D提供的考虑张拉-剪切复合破坏的Mohr-Coulomb准则,采用强度折减法对多个典型均质边坡进行一系列数值计算,研究土体抗拉强度对不同坡度边坡稳定性的影响。结果表明：边坡越陡,土体抗拉强度对安全系数的影响越大;抗拉强度取值对直立边坡的稳定安全系数及变形破坏特征影响显著,对45°及以下边坡的影响相对较小。总体来说,对于坡角超过60°的陡坡,土体抗拉强度不同引起的边坡安全系数变化幅度可达10%以上,应在边坡稳定分析中特别注意,避免因土体抗拉强度取值过大或过小而导致计算结果偏于危险或过于保守。     

Boron isotopic composition of fumarolic condensates and sassolites from Satsuma Iwo-jima,Japan

¹¹B/¹⁰B ratios of the high temperature fumarolic gases (>465°C) of this island were found to be constant within the limits of experimental error (¹¹B/¹⁰B = 4.066). This value may represent the ¹¹B/¹⁰B ratio of boron in the andesite magma. ¹¹B/¹⁰B ratios of the low temperature fumarolic gases (<235°C) were found to vary from 4.053 to 4.077. ¹¹B/¹⁰B ratios of some sassolites were approximately equal to that of the fumarolic condensates and the other ones were slightly enriched in ¹⁰B compared to the fumarolic condensates.     

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。