基于环剪试验的湟水河流域大型泥岩滑坡滑带剪切特征初探

大型泥岩滑坡是青海湟水河流域最主要的地质灾害类型之一。为了揭示此类滑坡运动过程中的滑带土动态剪切特征,本文以湟水河流域两处典型泥岩滑坡滑带土为例,首先通过基本物理性质测试,判定该泥岩滑带土具有中膨胀性;然后利用环剪试验方法,得到了不同含水率的滑带土在不同剪切速率的环剪作用下的剪切特征曲线。结果显示:剪切过程表现出明显的应变软化特性,试样从峰值应力到残余应力有快速明显的应力降（降幅多介于30%~40%之间）;试样的剪切速率和含水率与剪切强度呈反相关关系,残余应力对上述因素的响应小于峰值应力;剪切速率（含水率）变化条件相同时,含水率（剪切速率）越大,剪切应力和剪切强度的变化越大。上述结论为湟水河流域大型泥岩滑坡的成因机理分析和稳定性研究提供了参考。     

不同环剪方式下滑带土残余强度试验研究

以三峡库区黄土坡滑坡滑带土为研究对象,利用环剪仪研究了黄土坡滑坡滑带土在单级剪、预剪以及多级剪3种环剪方式下的残余强度特征。试验结果表明：不同环剪试验下剪切带的形成与剪切位移相关;残余强度随有效法向应力的增大而增大,对于已经存在剪切带的滑带土,环剪时能很快达到残余强度状态;滑带土环剪轴向压缩分初始剪胀、颗粒运移压密和稳定压密3个阶段,且每个阶段剪应力变化趋势不同;预剪试验和多级剪切试验得到的残余强度偏大,应该首选单级剪切试验测试滑带土残余强度指标。     

三峡库区万州安乐寺滑坡滑带特征

安乐寺滑坡是三峡库区典型的缓倾角红层基岩滑坡, 对其滑带特征进行详细的研究有助于揭示缓倾角红层基岩滑坡的形成机制.宏观地质特征显示, 安乐寺滑坡滑带是侏罗系红层中灰白色泥岩(软弱夹层) 经挤压滑动所形成的, 擦痕指示最后一次滑动方向为100°.通过X射线衍射分析和红外光谱分析表明, 安乐寺滑坡滑带主要矿物成分为蒙脱石、伊利石、长石、石英等; 其特点是蒙脱石含量高, 并且滑动面上的蒙脱石含量高于滑带的蒙脱石含量.经扫描电镜观察, 滑带土微观结构以片状结构与定向排列结构为主; 显微擦痕发育, 并指示滑带曾发生过多次滑动.对滑带土的物理力学性质进行实验研究可知: 滑带土为中等膨胀性粉质粘土, 其抗剪强度低; 且吸水膨胀后, 抗剪强度大大降低.滑带土的这些特殊性质, 为安乐寺滑坡的滑动提供了物质基础.      

金乐滑坡滑带土抗剪强度参数分析与确定

滑坡滑带土抗剪强度参数是滑坡稳定性分析和治理工程设计的最基本、最重要参数,它的大小及其变化直接影响到滑坡稳定性的计算,并由此得到不同的结果和涉及到治理措施的有效性。通过室内试验、滑带土现场原位大剪试验、反分析值及相似滑坡类比法综合确定三峡库区金乐滑坡滑带土的抗剪强度参数,指出该滑坡滑带土抗剪强度参数的确定和分析应采用多种方法,才可获得合理可行的结果。      

不同环剪条件下三峡库区童家坪滑坡滑带土强度特性

研究不同环剪条件下库岸堆积层滑坡滑带土强度特性对滑坡稳定性评价具有重要意义.针对目前在库岸堆积层滑坡滑带土力学特性方面研究薄弱的问题,以三峡库区童家坪滑坡滑带土为研究对象,采用ARS-E2环剪仪开展了不同剪切速率下的剪切试验,研究了等速剪切、加速剪切以及减速剪切作用下滑带土强度变化特征.试验结果表明:滑带土试样在恒定的...     

考虑荷载与浸水条件的预崩解炭质泥岩变形与强度试验

预崩解炭质泥岩作为路堤填料已在我国西南地区路堤工程中广泛应用,为研究荷载与浸水条件下预崩解炭质泥岩变形与强度特性,研发一套可综合考虑多因素影响的湿化变形试验装置,并设计正交试验方案开展预崩解炭质泥岩湿化变形与直剪试验。结果表明:在加载初期和首次浸水时,预崩解炭质泥岩将产生较大竖向变形,分别为压缩变形和湿化变形,竖向荷载、循环次数、浸水时间、压实度、含水率对预崩解炭质泥岩竖向变形影响程度依次降低;预崩解炭质泥岩湿化变形过程中抗剪强度的变化主要源于黏聚力的变化,各因素对黏聚力的影响程度由强至弱依次为循环次数、浸水时间、竖向荷载、压实度及含水率;抗剪强度随竖向变形的增加先急剧降低后逐渐趋于稳定,拟合得到抗剪强度与竖向变形的函数关系式,可为炭质泥岩变形计算及工程实践提供一定参考依据。     

基于强度折减概念的滑坡稳定性三维分析方法(I)：滑带土抗剪强度参数反演分析

滑带土抗剪强度是滑坡稳定性分析和防治工程设计中十分重要而又难于确定的参数之一。因此,基于临界状态假定的二维反分析方法得到了广泛应用。但是,自然界发生的滑坡基本上呈三维形态,其主滑方向有时变化也较大,使得有必要研究一种滑带土抗剪强度的三维反分析方法和滑坡稳定性的三维评价方法。笔者建议了一种基于强度折减概念的滑带土抗剪强度反分析方法,即通过逐步折减滑动面的强度参数,使滑动面的塑性区完全贯通,此时,塌滑体处于极限状态,所用强度参数即为滑带土的平均抗剪强度参数。从洪家渡水电站1#塌滑体计算成果来看,反演的滑带土摩擦角较二维反演值低4.1?,反映了滑坡体的三维效应,验证了所建议方法的可行性。     

考虑荷载与浸水条件的预崩解炭质泥岩变形与强度试验

预崩解炭质泥岩作为路堤填料已在我国西南地区路堤工程中广泛应用,为研究荷载与浸水条件下预崩解炭质泥岩变形与强度特性,研发一套可综合考虑多因素影响的湿化变形试验装置,并设计正交试验方案开展预崩解炭质泥岩湿化变形与直剪试验。结果表明:在加载初期和首次浸水时,预崩解炭质泥岩将产生较大竖向变形,分别为压缩变形和湿化变形,竖向荷载、循环次数、浸水时间、压实度、含水率对预崩解炭质泥岩竖向变形影响程度依次降低;预崩解炭质泥岩湿化变形过程中抗剪强度的变化主要源于粘聚力的变化,各因素对粘聚力的影响程度由强至弱依次为循环次数、浸水时间、竖向荷载、压实度及含水率;抗剪强度随竖向变形的增加先急剧降低后逐渐趋于稳定,拟合得到抗剪强度与竖向变形的函数关系式,可为炭质泥岩变形计算及工程实践提供一定参考依据。     

考虑荷载与浸水条件的预崩解炭质泥岩变形与强度试验

预崩解炭质泥岩作为路堤填料已在我国西南地区路堤工程中广泛应用,为研究荷载与浸水条件下预崩解炭质泥岩变形与强度特性,研发一套可综合考虑多因素影响的湿化变形试验装置,并设计正交试验方案开展预崩解炭质泥岩湿化变形与直剪试验。结果表明:在加载初期和首次浸水时,预崩解炭质泥岩将产生较大竖向变形,分别为压缩变形和湿化变形,竖向荷载、循环次数、浸水时间、压实度、含水率对预崩解炭质泥岩竖向变形影响程度依次降低;预崩解炭质泥岩湿化变形过程中抗剪强度的变化主要源于粘聚力的变化,各因素对粘聚力的影响程度由强至弱依次为循环次数、浸水时间、竖向荷载、压实度及含水率;抗剪强度随竖向变形的增加先急剧降低后逐渐趋于稳定,拟合得到抗剪强度与竖向变形的函数关系式,可为炭质泥岩变形计算及工程实践提供一定参考依据。     

黄土-泥岩接触面滑坡滑带土力学特征研究

滑带土是滑坡形成过程中形成的一层结构性较差的土体,是滑坡的重要组成部分。其物理力学性质、微观结构与滑坡的形成以及后期运动特征密切相关。黄土-泥岩接触面滑坡是按照滑坡地质成因划分的一种上层黄土、下层泥岩的具有“双层异质”结构的滑坡。此类滑坡由于在滑动中具有缓动低速的特点,往往早期不易被发现,发现时已造成了严重的危害。采用GDS三轴仪对天水地区花南村滑坡、半山村滑坡和咀头村滑坡三个黄土-泥岩接触面滑坡的滑带土力学性质进行研究,结合滑带土微观结构特征,分析黄土-泥岩接触面滑坡滑带土的力学变化特征及其变形内在机理。研究发现：滑带土中大量存在被黏土颗粒包裹的大颗粒,这些大颗粒在滑带土变形过程中经历错位、滑移等过程后,大颗粒进一步滑移受到黏土质限制,导致黄土-泥岩接触面滑坡滑带土在宏观上表现出应变硬化的典型特征。此外,剪切中孔隙水压力无法及时消散也是此类滑坡变形的重要特征之一。应变硬化造成滑带土在滑动中强度未出现残余值而导致滑坡处于持续运动中,能量的释放方式属于缓慢释放型。因此该类滑坡滑动具有缓动低速的特性。     

基于矢量和的滑面应力抗滑稳定分析方法

矢量和抗滑稳定分析方法根据真实应力状态定义求解安全系数,物理意义明确,一批学者对其进行了研究。但是当合法向力矢量投影与合剪力矢量投影的符号相反且其绝对值大于合剪力矢量投影时,矢量和法计算出的安全系数可能为负值;另外,目前潜在滑移面上每点极限抗滑剪应力矢量的方向是根据潘家铮最大、最小原理确定的,将其定义为潜在滑移体滑动趋势方向在该点切平面上投影方向的反方向,但是潘家铮最大、最小原理描述的是滑移体力学系统抗滑能力最大,按照矢量和法的定义式,抗滑能力包括抗剪力和法向抗力两部分。基于矢量和思想与以上关于矢量和法的思考,提出一种滑面应力抗滑稳定分析方法,将潜在滑移面视为薄滑移带,以薄滑移带作为对象进行微元受力分析,每个微元的极限抗滑剪应力矢量方向取为该微元剪应力矢量的反向,所有微元的极限抗滑剪力矢量和的反向定义为潜在滑移体滑动趋势方向,最终将极限合抗滑剪力矢量在滑动趋势反方向的投影与合滑动剪力矢量在滑动趋势方向的投影的比值定义为安全系数。较极限平衡法,方法自动满足静力平衡、力矩平衡和变形协调条件,无需受力模式假设;较强度折减法,新方法基于真实应力,物理意义更加明确,安全系数以显式表达,无需迭代;通过经典二维静态边坡考题,验证此方法的可行性;将新方法应用到三维工程实例中,分析潜在滑移体在边坡开挖过程中安全系数的动态演化规律,证明方法的实用性。     

Strain analysis using quartz deformation bands

Quartz deformation bands are kink bands in quartz crystals. A deformation band develops as a region of localized crystal-plastic deformation with boundaries perpendicular to the slip plane and slip direction, which usually is along an -axis in the basal plane. Under cross-polarized light, the difference in crystallographic orientation between a deformation band and its host is indicated by a difference in extinction positions. The displacement between the c axis in a deformation band and the c axis in the host represents the angular shear of the deformation band in the direction of the c axis in the host grain. Assuming the deformation is homogeneous at the grain scale, the angular shear of the grain (the gauge) is calculated by multiplying the angular shear of the deformation band by the ratio of the sheared part to the whole grain. Using the strain-gauge method for three-dimensional infinitesimal strain analysis, a minimum number of five grains measured on universal stage is needed to solve for the deviatoric strain components of the aggregate if the strain is homogeneous in the aggregate. Data from more than five grains are used to find the best-fit strain components by a least-squares method. The principal strains and their orientations are found from these strain components by calculating the eigenvalues and eigenvectors. A 3-D strain ellipsoid also is obtained from strain ellipses in three perpendicular planes determined from the two-dimensional flat-stage measurements by the Wellman method. Both the strain-gauge method and the Wellman method are tested by using synthetic data sets and applied to a naturally deformed sample. Both methods give similar results; the established Wellman method thus confirms the strain-gauge calculation.     

鞍本地区前寒武纪铁建造中阳起石的变形显微构造研究

研究表明鞍山-本溪地区前寒武纪铁建造中的阳起石经受了褶皱或剪切变形作用,在相当于绿片岩相的温压条件下可形成波状消光,(001)裂理,扭折、机械双晶,重结晶等显微构造.由裂理及扭折带推导的一组滑移系为(001)[100],扭折造成的机械双晶具有S=0.57的剪切值,其双晶系统为(100)[001].     

Vein arrays as kinematic indicators in kinked anisotropic materials

Vein arrays associated with natural kink bands have been, even recently, used by some workers as kinematic markers to distinguish between the migration and the rotation models of kink band mechanics.In an outcrop of schistose meta-agglomerate, conjugate kinks and synthetic sinistral shears are associated with a component of sinistral slip along the foliation. Discordant scalariform vein arrays form in association with the shears, but not the kinks. Tension gash elements of the arrays form by combined layer-parallel slip and layer-parallel extension along the rotated schistosity. They are only kinematically significant at the scale of the length of the rotated segment anisotropy.Applying this analysis to kink bands elsewhere, it is concluded that discordant vein arrays are not diagnostic of the rotational kink band model, or of high resolved shear stress on kink boundaries.     

Propagation of a shear band in sandstone

Closed‐loop, servo‐controlled experiments were conducted to investigate the development of a shear band in Berea sandstone at various confining pressures. The tests were performed with the University of Minnesota Plane‐Strain Apparatus, which was designed to allow the shear band to develop in an unrestricted manner. Measured load and displacements provided estimates of the stress and deformation states whereby dilatancy and friction were evaluated prior to localization. Experiments were stopped at various stages of shear‐band development within the strain‐softening regime. The specimens displayed a progression of deformation from inception, where the shear band was characterized by a high density of intragranular microcracks and crushed grains, to the tip where the intragranular microcracks were significantly less dense and separated by intact grains. Decreased slip deformation towards the tip of the shear band indicated that localization developed and propagated in plane. Thin‐section microscopy showed porosity increase within the shear band was 3–4 grain diameters wide. Increased porosity did not extend beyond the tip of the shear band. A cohesive zone model of shear fracture, used to examine the stress field near the tip, showed similarities to principal compressive stress orientations interpreted from intragranular microcracks. Thus, propagation of the shear band could be associated with in‐plane mode II fracture. Copyright © 2006 John Wiley & Sons, Ltd.     

Extensional shear band development on the outer margin of the Alpine mylonite zone,Tatare Stream,Southern Alps,New Zealand

Schistose mylonitic rocks in the central part of the Alpine Fault (AF) at Tatare Stream, New Zealand are cut by pervasive extensional (C′) shear bands in a well-understood and young, natural ductile shear zone. The C′ shears cross-cut the pre-existing (Mesozoic—aged) foliation, displacing it ductilely synthetic to late Cenozoic motion on the AF. Using a transect approach, we evaluated changes in geometrical properties of the mm–cm-spaced C′ shear bands across a conspicuous finite strain gradient that intensifies towards the AF. Precise C′ attitudes, C′-foliation dihedral angles, and C′–S intersections were calculated from multiple sectional observations at both outcrop and thin-section scales. Based on these data the direction of ductile shearing in the Alpine mylonite zone during shear band activity is inferred to have trended >20° clockwise (down-dip) of the coeval Pacific-Australia plate motion, indicating some partitioning of oblique-slip motion to yield an excess of “dip-slip” relative to plate motion azimuth, or some up-dip ductile extrusion of the shear zone as a result of transpression, or both. Constant attitude of the mylonitic foliation across the finite strain gradient indicates this planar fabric element was parallel to the shear zone boundary (SZB). Across all examined parts of the shear zone, the mean dihedral angle between the C′ shears and the mylonitic foliation (S) remains a constant 30 ± 1° (1σ). The aggregated slip accommodated on the C′ shear bands contributed only a small bulk shear strain across the shear zone (γ = 0.6–0.8). Uniformity of per-shear slip on C′ shears with progression into the mylonite zone across the strain gradient leads us to infer that these shears exhibited a strain-hardening rheology, such that they locked up at a finite shear strain (inside C′ bands) of 12–15. Shear band boudins and foliation boudins both record extension parallel to the SZB, as do the occurrence of extensional shear band sets that have conjugate senses of slip. We infer that shear bands nucleated on planes of maximum instantaneous shear strain rate in a shear zone with W_k < 0.8, and perhaps even as low as <0.5. The C′ shear bands near the AF formed in a thinning/stretching shear zone, which had monoclinic symmetry, where the direction of shear-zone stretching was parallel to the shearing direction.     

Residual strength of slip zone soils

Slip zones of ancient landslides are commonly composed of fine-grained soils with amount of coarse-grained particle. Residual strength of slip zone soil is an important parameter for evaluating reactivation potential and understanding progressive failure mechanism. In this study, the residual strength is examined by in situ direct shear tests, improved laboratory reversal shear box test, precut specimen triaxial shear test and ring shear test. Some residual shear behaviors are recognized. Field residual strength is the average operational resistance along the sliding surface not an ideal drained strength, which is less than peak and greater than residual strength measured in laboratory. Stress–displacement curves obtained from in situ shear and laboratory reversal direct shear demonstrate strain-hardening which have no significant peak, but the shear stress is decreased gradually with increasing displacement. Residual friction coefficient depends on the normal stress, and this dependence is relevant to the interaction of rolling and sliding of particles. Residual friction angle is closely related to coarse fraction and dry density, appearing a linear increase with increasing coarse fraction and a form of polynomial function with increasing dry density. The influence of shearing rate on residual strength can be negligible.     

大岩淌滑坡滑带土蠕变性质研究

通过对大岩淌滑坡滑带土在固结压力为300,500,625,800,1 000 kPa下进行蠕变试验,得到了各级压力和剪切力的蠕变曲线。采用Burger模型来模拟流变过程,介绍了该模型参数的求取方法,并得到了模型的所有参数。通过等时曲线簇确定该滑带土的长期强度。在上述结果基础上,对该滑带土的流变特性进行了分析,讨论了Burger参数同剪切力与固结压力关系,并得出长期强度约为慢剪结果的0.76～0.77倍的结论。     

Opposite senses of fold asymmetry

If the orientation of the principal compressive stress is oblique to layering, viscous multilayers fold in response to the layer-parallel shortening and develop asymmetric interfaces in response to the layer-parallel shear. A theoretical analysis of folding of viscous multilayers with different slip laws at layer contacts shows that the sense of asymmetry of folds is determined largely by the behavior of the layer contacts and the sense of layer-parallel shear during folding.

For a given sense of layer-parallel shear, the sense of asymmetry of folds can be reversed by changing only the behavior of the layer contacts. If the slip rate is linearly proportional to the shear stress at layer contacts, the resistance to slip is the same everywhere along interfaces, and the folds develop the sense of asymmetry of drag folds. If the slip rate is a nonlinear function of the shear stress at layer contacts, however, the resistance to slip varies with position along interfaces, and folds develop the sense of asymmetry of monoclinal kink folds.

For a given variable resistance to slip at layer contacts, the sense of asymmetry depends on the sense and magnitude of the layer-parallel shear and on the thickness-to-wavelength ratio of the multilayer.

For finite multilayers with variable resistance to slip at contacts, an increase in the layer-parallel shear stress decreases the dominant wavelength and increases the amplification factor for the initial perturbation of the interface.

The multilayer consists of linear viscous layers and is confined by thick, viscous media. Resistance to slip at layer contacts is modeled theoretically by a powerlaw relationship between rate of slip and contact shear stress. The equations, derived to 2nd order in the slopes of the interfaces, describe the growth of asymmetric folds from initial, symmetric perturbations.