黄土坡滑坡滑带土的结构特征与水—力相互作用性质研究
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摘要
大型水库的建设对自然环境和社会环境的破坏和影响是不容忽视的,水库水位的上升以及周期性的水位变化会改变库区原有地质环境平衡状态,带来各种地质灾害和隐患,滑坡灾害即是库区易发的典型地质灾害之一。三峡工程位于中国重庆市至湖北省宜昌市之间的长江干流之上,是建设在中国长江中上游段的大型水利水电工程。由三峡工程所引起的百万移民和环境破坏等诸多问题使其自开始筹建的那一刻起,便始终伴随着巨大的争议。教育部长江三峡库区地质灾害研究中心是教育部直接领导下的以地质灾害为主要研究领域的综合性开放平台,由中国地质大学(武汉)作为建设承担单位,该平台位于三峡库区黄土坡滑坡体内的地下洞室群将全面揭露该滑坡滑带的原状特征。针对该滑坡滑带土样品的室内试验以及各种原位测试将对滑坡灾害的研究起到巨大的推动作用。根据已有的勘查资料,黄土坡滑坡主要由临江1号崩滑堆积体、临江2号崩滑堆积体、变电站滑坡和园艺场滑坡四部分组成,总面积约135x104m2,总体积约6934x104m3。同三峡库区大多数滑坡一样,黄土坡滑坡属于涉水滑坡,即滑坡前缘位于水库最高水位175m以下。三峡水库正常运营后,黄土坡滑坡体内部分区域处于周期为一年的饱和与非饱和干湿循环状态。黄土坡滑坡的研究对整个三峡库区地质灾害的研究具有重要的代表性意义。
本文首先对黄土坡滑坡区域的自然地理、地质环境以及滑坡体的基本特征进行了阐述,重点分析了临江崩滑体滑带的分布特征并对滑带土的基本性质进行试验研究。从各剖面的滑带分布图中可以看出,临江崩滑体中发育有多层滑带,各层滑带在滑体中的分布高程随剖面位置的不同而存在差异,滑带在滑体内不同位置的连续性或贯通情况也有所不同。这些实际或潜在滑带的物理力学性质和分布特征直接控制着整个滑坡体的稳定性与破坏形式,因此对滑带土的研究是分析滑坡的成因机制与稳定性的关键问题。钻孔所揭露的滑坡滑带物质主要为含角砾或碎石的粉质粘土,其中粘粒的含量约为13%-30%,粉粒和砂粒的含量约为15%-37%,碎石的含量约为2.5-20%,随发育部位的不同,滑带士的颗粒组成差异较大。X射线衍射测试与化学全量测试结果表明,黄土坡滑坡滑带土的组成矿物主要包括石英、长石、方解石以及蒙脱石、绿泥石和伊利石等粘土矿物,粘土矿物总量占40%-45%。环剪试验测得滑带土的峰值粘聚力和内摩擦角分别为21.38kPa和20.35°,残余粘聚力和内摩擦角分别为8.54kPa和17.69°。
由于岩土材料是由细小的矿物结合体和碎散颗粒所组成的不连续介质,碎散颗粒的性质和空间排列特征直接决定了岩士介质的宏观特性。本文通过颗粒分析、薄片分析和电镜扫描等手段,结合分形理论对滑带土的粒度组成、颗粒轮廓与表面特征以及片状粘土矿物颗粒的定向性排列性质进行了定量化的研究。颗粒分析试验结果显示滑带土土样的颗粒粒径和质量累计百分含量取对数后具有明显的线性关系,即滑带土的颗粒尺寸分布具有分形特征。其中,颗粒的质量-粒径分布分维数越大表示土体中细颗粒含量高而粗颗粒含量低,分维数越小则表明细颗粒含量少而粗颗粒含量高。将滑带土各粒径范围颗粒的轮廓分维值与标准磨圆度颗粒的轮廓分维值对比,可得相应粒组的磨圆度级别。对滑带土中泥质粉砂岩、泥质灰岩和方解石颗粒等粗颗粒的扫描电镜分析和能谱分析结果显示,泥质粉砂岩颗粒磨圆度相对较低,常见各种棱角和突起,表面一般起伏不平,布满形态各异的突起和凹坑,形成蜂窝状。泥质灰岩颗粒的磨圆度较高,颗粒表面相对光滑,但可见线状擦痕等刻蚀形态。方解石晶体则主要呈平行发育的柱状、板状和各种状态的菱面体等。滑带土粘土矿物颗粒定向性统计结果显示,距离剪切面较近区域的滑带土中粘土矿物颗粒的排列方向具有更明显的定向性,距离剪切面较远处的粘土矿物颗粒的排列仍具有一定的定向性,但定向性的程度比剪切面附近区域弱。对滑带土结构特征的研究有助于揭示滑坡滑带的物理力学性质以及形成演化过程,从而反演滑坡体宏观的变形破坏历史。例如,滑带土颗粒的粒度组成特征,粗颗粒的轮廓与特殊的表面特征可用作滑带土和滑坡演化的定量化分析指标,粘土矿物定向性排列的程度则可以用于评价和预测滑坡的发育阶段并间接地预测滑坡的稳定性,同时可用于区分和确定主滑面的位置以及确定滑带中剪切面和扰动层的位置和厚度。
随着水库水位的上升与周期性变化,水库涉水滑坡体内部分区域处于饱和与非饱和干湿循环状态,因此,对滑坡体特别是滑带土水-力相互作用性质的研究是水库型滑坡的关键问题之一。本文针对不同孔隙结构特征的重塑滑带土进行了压力板土水特征曲线试验,试验结果表明在同一终止固结压力条件下,与土样进气值有关的模型参数α以及与孔隙尺寸分布特征有关的参数n均随颗粒质量-粒径分维数增大而逐渐减小,而对于同一种颗粒质量-粒径分维数的土样,参数α和n均随终止固结压力的增大而减小。土样的饱和含水量和残余含水量则随土样颗粒质量-粒径分维数的增大而增大,随终止固结压力的增大而减小。为研究滑带土土水特征曲线和水力传导函数的回滞效应,分别对重塑滑带土和原状滑带土进行了瞬态脱水和吸水试验(TWRI),从试验结果可以看出,土样的土水特征曲线和水力传导函数均存在明显的回滞效应,且回滞效应的大小受土样颗粒级配特征的影响。被测土样土水特征曲线和水力传导函数回滞效应的大小随颗粒质量-粒径分维数的增大而增大,其中进气值、饱和体积含水量和饱和渗透系数的回滞效应相对明显,而与孔隙分布特征有关的参数n在脱水路径和吸水路径中的差异性相对较小。由于渗透系数是影响土体中含水状态变化的决定性因素,脱水和吸水过程中水力传导函数的巨大差异会对库水位涨落过程中滑带土含水状态变化带来显著的影响,这也是本文对滑带土干湿过程中回滞效应进行研究的重要原因之一。对水-力相互作用性质回滞效应影响最显著的因素主要包括土体内部孔隙尺寸分布特征引起的“墨水瓶效应”以及干湿不同路径中土颗粒表面和孔隙水接触角的变化。
非饱和土不同含水量状态时的有效应力可通过基于吸应力理论的统一有效应力原理来定义。对于饱和土,其有效应力可表示成总应力和孔隙水压力之差,非饱和土的有效应力则可以表示成总应力与吸应力之差。不同基质吸力状态重塑滑带土的直剪试验结果表明,在同一级垂直压力条件下,土样的抗剪强度随基质吸力的增大而增大,但是土样的内摩擦角基本没有变化,仅表现为粘聚力的提高,整个抗剪强度包络线随着基质吸力的增大成平行上升的规律,土样抗剪强度改变并不是随着基质吸力的提高而成线性变化。将不同饱和度状态重塑滑带土抗剪强度的直剪试验结果与基于吸应力理论的预测结果进行对比,可见预测结果具有较好的准确程度。对于水库型滑坡而言,滑坡体内的部分区域长期处于周期性的干湿循环状态,因此,采用传统的饱和土强度理论来分析该类问题往往不能得到符合实际情况的结果。采用基于吸应力理论的扩展摩尔-库伦抗剪强度准则来预测土体非饱和状态抗剪强度,可以较方便且准确地在滑坡稳定性分析中充分考虑滑坡岩土体非饱和状态的抗剪强度性质,有利于非饱和土力学理论在实际岩土工程工作中的应用。
黄土坡滑坡地表位移监测数据表明该滑坡体的部分区域朝水库方向持续蠕滑,其地表变形的速度与库水位的波动具有显著的相关性。为了分析水库初期蓄水以及周期性水位变化诱发水库涉水滑坡的机制,提出了一个关于水库滑坡受力与稳定性状态的概念模型,该概念模型基本包括了库水位升降对滑坡体造成的所有力学机制,其中既包括有利于增强滑坡稳定性的力学机制,也有不利于滑坡稳定性的力学机制。这些作用于滑坡体内的力学机制主要是由库水位升降所带来的孔隙水压力、吸应力、静水压力以及滑体自重的变化所引起,对水库水位变化诱发的涉水滑坡具有一定的代表性意义。通过概念模型,我们可以发现在水库水位上升以及周期性波动的过程中,涉水滑坡体内既有滑动力和抗滑力增加的区域,也有滑动力和抗滑力减小的区域,其中引起滑体有效应力减小的原因是饱和区域孔隙水压力的增大以及非饱和区域吸应力的消散,而造成有效应力增大的因素则主要包括静水压力以及滑体自重增大所带来的总应力增大。由于各滑坡体的地质结构和水-力相互作用性质存在差异,滑坡体内不同区域有效应力随库水位变化的幅度和增减方向也有所不同。般来说,在滑坡体靠近水库且始终处于饱和状态的区域以及始终处于地下水位线以上的非饱和区域,其有效应力受库水位升降的影响较小,而滑坡体中部处于饱和-非饱和干湿循环状态的区域,其有效应力和饱和度在库水位波动过程中变化显著。
为了定量化分析滑坡体的稳定性与库水位升降所引起的滑坡体含水状态、孔隙水压力、吸应力以及有效应力变化之间的关系,选取黄土坡滑坡临江1号崩滑体的典型剖面建立2维水-力耦合模型进行数值模拟计算,数值模拟的时间跨度为2003年4月至2010年4月,涵盖了三峡水库蓄水的四个主要阶段。由于数值模拟的主要目的是分析库水位升降对涉水滑坡体各种力学机制的综合作用结果,本次计算没有考虑降雨以及滑坡体内上层滞水等其它因素影响。模拟计算结果定量化显示了概念模型中各种力学机制对黄土坡滑坡临江1号崩滑体稳定性的综合作用效果,在库水位从原始的68m上升至最高175m并在145m和175m之间周期性波动的过程中,库水位升降所引起的孔隙水压力、吸应力、静水压力以及滑体自重的变化对滑坡体有效应力和稳定性有着各自不同的影响。根据计算和分析结果,对于黄土坡滑坡临江1号崩滑体特定的地质结构、滑体材料水-力相互作用性质以及水位边界条件而言,由库水位变化所引起的综合力学机制作用结果受静水压力主导。由于主滑面的稳定性系数在正常水位变化期仍会周期性地降低至1以下,因此,滑体仍会持续发生间歇性蠕滑。
The damage and impact on the natural and social environment caused by the construction of large scale reservoir can not be ignored. The initial impoundment and periodic water level variation may change the balance of geological environment of the reservoir area and bring abundant of geo-hazards and potential dangerous. Landslide is one kind of typical geo-hazards occurs in reservoir area susceptibly. The Three Gorges Project, locates on the main stream of Yangtze River between Yichang and Chongqing in China, is a large water conservancy and hydropower project constructed on the middle-upper stream of Yangtze River. As one of the largest engineering projects in the world, Three Gorges Project is always accompanied with great dispute for the millions of immigrants and environmental disruption since the preparation of the project. Three Gorges Research Center for Geo-hazard, Ministry of Education is a comprehensive open platform focus on the research on Geo-hazards and operated by China University of Geosciences. The underground tunnel group belongs to the research center which is built in the sliding mass of Huangtupo slope in Three Gorges Reservoir area can comprehensively expose the original features of the sliding zones in the landslide, on the other hand laboratory tests and in-situ tests for the sliding zones will bring great contribution to the study of landslide hazards. According to the existing investigation data, Huangtupo landslide is composed with4main parts, namely No.1adjacent to river sliding debris, No.2adjacent to river sliding debris, Garden Spot Landslide and Transformer Station Landslide, the total area is135×104m2and total volume is6934×104m3. As many other landslides in the reservoir area, Huangtupo landslide is a wading landslide which means the toe of the sliding body is under the highest175m water level of the reservoir. For the initial impoundment and annually water level fluctuation, parts of the sliding mass are under the drying and wetting circulation condition. The study on Huangtupo landslide has an important representative significance to the study on geo-hazards in the whole Three Gorges reservoir area.
Firstly, the nature geography, geological environments and basic characteristics of the sliding mass of Huangtupo area are introduced, especially the distribution characteristics of sliding zones of adjacent to river sliding debris. Basic property of the sliding zone soils are tested by laboratory tests. From the sliding zones distribution sections, multi layers of sliding zones can be observed in the adjacent river sliding debris. The elevations of each layer of sliding zones distribute differently with the position of sections. Continuity and interconnectivity of the sliding zones are also different in different area of the sliding mass. Physico-mechanical properties and distribution characteristics of these subsistent or potential sliding zones directly dominate the stability and failure mode of the whole landslide. So, the study on sliding zones is the key points for analyze of the formation and stability of the landslides. Sliding zone soils exposed by boreholes are silty clay with gravels, in which, clay contents13%-30%, silt and sand contents15%-37%and gravel contents2.5-20%, the components of sliding zone soils have significant difference in different parts of the sliding body. Results of X-ray diffraction tests show that the main component minerals of sliding zone soils are quartz, feldspar, calcite and clay minerals such as montmorillonite, illite and chlorite, the total amount of clay minerals is40%～45%. Shear strength of sliding zone soils are tested by ring shear, peak cohesion and internal friction angle are21.38kPa and20.35。, respectively, residue cohesion and internal friction angle are8.54kPa and17.69。, respectively.
As we know, soils and rocks are discontinuous materials composed by fine mineral aggregates and detrital particles. The properties and spatial arrangement of fine mineral aggregates and detrital particles directly determine the macroscopic properties of soil and rock materials. In order to quantitatively study the piratical size distribution, particle profile and surface characteristics and directionality of laminar clay mineral of sliding zone soils, particle size analysis, slice analysis and scanning electron microscope methods are employed combined with fractal theory. Particle size analyses indicate that there are obvious liner relationships between particle sizes and cumulative mass percentages in the logarithmic coordinate system, which means the particle size distribution has fractal characteristics. Higher fractal dimension of mass-size distribution represent more fine particles content and less coarse particle content, lower fractal dimension of mass-size distribution represent less fine particles content and more coarse particle content. Psephicity of sliding zone soils particles can be obtained by comparing their profile fractal dimensions and standard psephicity particles. Surface characteristics and energy spectrum analyses show the argillaceous siltstone particles has relative lower psephicity, apophysis and grooves distribute on the rough particle surfaces and form the honeycomb shapes. Argillaceous limestone particles have relative higher psephicity and smoother surfaces but a lot of linear scratches can be observed on the particle surfaces. Calcite crystals are mainly parallel developed columnar, laminal or rhombohedron shapes. Statistical results of clay particles directionality indicate that the clay mineral arrangements of siding zone soils close to shear surface have much stronger directionality. As the distances away from the shear surface, directionality of the clay mineral particles arrangements weaken gradually. The study on the structure of sliding zone soils can contribute to the analysis of physico-mechanical properties, formation and evolution process of sliding zones in the landslides, and finally invert the macroscopic deformation and failure history of the whole landslide. For example, the particle size distribution, coarse particle profiles and typical surface features can be used as quantitative analysis indexes for the evolution stage and failure mode of the sliding zones. Directionality of the clay mineral particles arrangements can be used to evaluate and predict the evolution stage and stability of the slope, and also used to distinguish and determine the main sliding surface and the position and thickness of disturbed layer of sliding zones.
As the impoundment of reservoir and annually water level fluctuation, parts of areas in reservoir wading landslide are under saturated and unsaturated circulation condition, so, the study on the hydro-mechanical properties of sliding mass, and especially the sliding zones, is one of the most important problem of the study on reservoir induced landslides. Pressure plate tests are employed to test the soil water characteristic curve of remolded sliding zone soils with different pore size distributions, tests results indicate that under the same final consolidation pressure, the model parameter a related to air entrance value and model parameter n related to pore sizes distribution both decrease with the increase of particle mass-size fractal dimension. For the sample with the same particle mass-size fractal dimension, parameter a and n both decrease with the increase of final consolidation pressures. Saturated volumetric water content and residual volumetric water content both increase with the increase of particle mass-size fractal dimension or decrease of final consolidation pressures. In order to test the hysteresis of soil water characteristic curve and hydraulic conductivity function of sliding zone soils, transient water release and imbibitions method (TWRI) is employed to test both remolded and undisturbed soil samples. TWRI tests results indicate that both soil water characteristic curve and hydraulic conductivity function of sliding zone soils have obvious hysteresis, and the degree of hysteresis are affect by the particle size component of the samples. From the hydro-mechanical parameters in both drying and wetting paths of remolded sliding zone soils with different particle size distributions, we can find that the degree of hysteresis of soil water characteristic curve and hydraulic conductivity function increase with the increase of particle mass-size fractal dimension. In which, the air entrance value, saturated volumetric water content and saturated permeability appear larger hysteresis, but the hysteresis of pore size distribution parameters are relative smaller. Because of the hydraulic conductivity function is one of the determining factors of the variation of moisture condition in the soils, the large difference between permeabilities in drying and wetting paths significantly affect the moisture content of the sliding zone soils during the variation of water level, and this is the main reason for the study on hysteresis of the soil water characteristic curve and hydraulic conductivity function of sliding zone soils. There are two main influencing factors on the hysteresis of hydro-mechanical properties of soils, one is the "ink bottle effect" caused by the particle size distribution and the other one is the change of contact angle between the surface of soil particles and pore water in drying and wetting paths.
Effective stresses of unsaturated soils with different moisture contents can be defined by unified effective stress principle which is based on suction stress theory. For saturated soil, the effective stress is the difference of total stress and pore water pressure. For unsaturated soil, the effective stress is the difference of total stress and suction stress. Direct shear tests results of remolded sliding zone soil samples with different matric suctions indicate that the shear strength of samples increase with the increase of matric suction under the same normal pressure. The cohesion of the sample change significantly with the matric suction but the internal friction angle do not change to much, the whole shear strength envelope rise with the increase of matric suction parallelly. There is not linear relationship between the increase of shear strength and matric suction. Comparing the direct shear tests results of remolded sliding zone soils with different saturation with the predict results on the base of suction stress theory, we can find that the predict results have acceptable accuracy. For the reservoir induced landslides, parts of the sliding mass are under periodic drying and wetting circulation condition. Analyzing this kind of problem with traditional strength theory for saturated soils can not obtain results conform to real situations. Predicting the shear strength of soils under unsaturated condition by unified Mohr-Coulomb shear strength criterion on the base of suction stress theory can adequately consider the shear strength of sliding materials under unsaturated conditions conveniently and accurately which is benefit for the application of unsaturated soil mechanics theory on the practical geotechnical engineering problems.
Earth surface deformation monitoring data indicates that parts of Huangtupo slope is moving episodically into the reservoir. Such movements of the slope appear to be highly correlated to the initial and seasonal water level changes. In order to analyze the mechanisms of the reservoir induced landslides, a general conceptual model is established for landsliding triggered by initial reservoir impoundment and annual water level fluctuations. This conceptual model identifies most of the possible physical mechanisms for stabilizing or destabilizing slopes due to the reservoir water level fluctuation. These mechanisms are caused by variation of pore water pressure, suction stress, hydrostatic loading, and slope self-weight during the variation of water level. So, the conceptual model can represent the mechanisms for most of the wading landslides induced by the change of reservoir water level.
Through the conceptual model, there are both increasing and decreasing in driving and resistant stress areas and regimes in wading landslides. The mechanisms for effective stress decrease are mainly the increase of pore water pressure and the disappearance of suction stress. The mechanisms for effective stress increase (thus shear resistant) are the total stress caused by the hydrostatic pressure on the slope surface and the increase in self-weight of the sliding mass. Because the geologic and hydrologic structure of the slope, the variations of effective stress in different regions are quite different. The effective stress in the toe area and the unsaturated areas that are always above the water table are less affected by the fluctuation of the water level. The effective stresses in the middle part are greatly affected by the fluctuation of the water level as the saturation in this region varies greatly with both the initial reservoir impoundment and annual water level fluctuation.
In order to quantitatively analyze the relationship between the moisture conditions, pore water pressure, suction stress and effective stress in the sliding mass with the variation of water level of reservoir, a two-dimensional hydro-mechanical numerical model is constructed on the base of a typical section form No.1adjacent river sliding debris of Huangtupo landslide. The modeling period is from April2003to April2010which covers the total4stages of the impoundment of Three Gorges reservoir. For the main purpose of the numerical simulation is the comprehensive effect of the mechanisms to the wading landslide caused by the change of reservoir water level, the other factors such as precipitation and perched water are ignored in the model. Modeling results quantitatively indicate the comprehensive effect of all the mechanisms mentioned in the conceptual model on the stability of No.l adjacent river sliding debris of Huangtupo landslide. During the water level rise from68m to175m and of the seasonal fluctuation between145m and175m, it is shown that the induced variations in pore water pressure, suction stress, hydrostatic loading, and slope self-weight have different effects on the effective stress conditions and slope stability. According to above calculation and analysis results, for the No.1adjacent river sliding debris of Huangtupo landslide with particular geological structure, hydro-mechanical properties and water level boundary conditions, the dominating mechanism for the factor of safety is the hydrostatic loading by the water level fluctuation. Because of the factor of safety will decrease lower than1, this study suggests that the creep would continue seasonally in the future at Huangtupo landslide.
本文首先对黄土坡滑坡区域的自然地理、地质环境以及滑坡体的基本特征进行了阐述,重点分析了临江崩滑体滑带的分布特征并对滑带土的基本性质进行试验研究。从各剖面的滑带分布图中可以看出,临江崩滑体中发育有多层滑带,各层滑带在滑体中的分布高程随剖面位置的不同而存在差异,滑带在滑体内不同位置的连续性或贯通情况也有所不同。这些实际或潜在滑带的物理力学性质和分布特征直接控制着整个滑坡体的稳定性与破坏形式,因此对滑带土的研究是分析滑坡的成因机制与稳定性的关键问题。钻孔所揭露的滑坡滑带物质主要为含角砾或碎石的粉质粘土,其中粘粒的含量约为13%-30%,粉粒和砂粒的含量约为15%-37%,碎石的含量约为2.5-20%,随发育部位的不同,滑带士的颗粒组成差异较大。X射线衍射测试与化学全量测试结果表明,黄土坡滑坡滑带土的组成矿物主要包括石英、长石、方解石以及蒙脱石、绿泥石和伊利石等粘土矿物,粘土矿物总量占40%-45%。环剪试验测得滑带土的峰值粘聚力和内摩擦角分别为21.38kPa和20.35°,残余粘聚力和内摩擦角分别为8.54kPa和17.69°。
由于岩土材料是由细小的矿物结合体和碎散颗粒所组成的不连续介质,碎散颗粒的性质和空间排列特征直接决定了岩士介质的宏观特性。本文通过颗粒分析、薄片分析和电镜扫描等手段,结合分形理论对滑带土的粒度组成、颗粒轮廓与表面特征以及片状粘土矿物颗粒的定向性排列性质进行了定量化的研究。颗粒分析试验结果显示滑带土土样的颗粒粒径和质量累计百分含量取对数后具有明显的线性关系,即滑带土的颗粒尺寸分布具有分形特征。其中,颗粒的质量-粒径分布分维数越大表示土体中细颗粒含量高而粗颗粒含量低,分维数越小则表明细颗粒含量少而粗颗粒含量高。将滑带土各粒径范围颗粒的轮廓分维值与标准磨圆度颗粒的轮廓分维值对比,可得相应粒组的磨圆度级别。对滑带土中泥质粉砂岩、泥质灰岩和方解石颗粒等粗颗粒的扫描电镜分析和能谱分析结果显示,泥质粉砂岩颗粒磨圆度相对较低,常见各种棱角和突起,表面一般起伏不平,布满形态各异的突起和凹坑,形成蜂窝状。泥质灰岩颗粒的磨圆度较高,颗粒表面相对光滑,但可见线状擦痕等刻蚀形态。方解石晶体则主要呈平行发育的柱状、板状和各种状态的菱面体等。滑带土粘土矿物颗粒定向性统计结果显示,距离剪切面较近区域的滑带土中粘土矿物颗粒的排列方向具有更明显的定向性,距离剪切面较远处的粘土矿物颗粒的排列仍具有一定的定向性,但定向性的程度比剪切面附近区域弱。对滑带土结构特征的研究有助于揭示滑坡滑带的物理力学性质以及形成演化过程,从而反演滑坡体宏观的变形破坏历史。例如,滑带土颗粒的粒度组成特征,粗颗粒的轮廓与特殊的表面特征可用作滑带土和滑坡演化的定量化分析指标,粘土矿物定向性排列的程度则可以用于评价和预测滑坡的发育阶段并间接地预测滑坡的稳定性,同时可用于区分和确定主滑面的位置以及确定滑带中剪切面和扰动层的位置和厚度。
随着水库水位的上升与周期性变化,水库涉水滑坡体内部分区域处于饱和与非饱和干湿循环状态,因此,对滑坡体特别是滑带土水-力相互作用性质的研究是水库型滑坡的关键问题之一。本文针对不同孔隙结构特征的重塑滑带土进行了压力板土水特征曲线试验,试验结果表明在同一终止固结压力条件下,与土样进气值有关的模型参数α以及与孔隙尺寸分布特征有关的参数n均随颗粒质量-粒径分维数增大而逐渐减小,而对于同一种颗粒质量-粒径分维数的土样,参数α和n均随终止固结压力的增大而减小。土样的饱和含水量和残余含水量则随土样颗粒质量-粒径分维数的增大而增大,随终止固结压力的增大而减小。为研究滑带土土水特征曲线和水力传导函数的回滞效应,分别对重塑滑带土和原状滑带土进行了瞬态脱水和吸水试验(TWRI),从试验结果可以看出,土样的土水特征曲线和水力传导函数均存在明显的回滞效应,且回滞效应的大小受土样颗粒级配特征的影响。被测土样土水特征曲线和水力传导函数回滞效应的大小随颗粒质量-粒径分维数的增大而增大,其中进气值、饱和体积含水量和饱和渗透系数的回滞效应相对明显,而与孔隙分布特征有关的参数n在脱水路径和吸水路径中的差异性相对较小。由于渗透系数是影响土体中含水状态变化的决定性因素,脱水和吸水过程中水力传导函数的巨大差异会对库水位涨落过程中滑带土含水状态变化带来显著的影响,这也是本文对滑带土干湿过程中回滞效应进行研究的重要原因之一。对水-力相互作用性质回滞效应影响最显著的因素主要包括土体内部孔隙尺寸分布特征引起的“墨水瓶效应”以及干湿不同路径中土颗粒表面和孔隙水接触角的变化。
非饱和土不同含水量状态时的有效应力可通过基于吸应力理论的统一有效应力原理来定义。对于饱和土,其有效应力可表示成总应力和孔隙水压力之差,非饱和土的有效应力则可以表示成总应力与吸应力之差。不同基质吸力状态重塑滑带土的直剪试验结果表明,在同一级垂直压力条件下,土样的抗剪强度随基质吸力的增大而增大,但是土样的内摩擦角基本没有变化,仅表现为粘聚力的提高,整个抗剪强度包络线随着基质吸力的增大成平行上升的规律,土样抗剪强度改变并不是随着基质吸力的提高而成线性变化。将不同饱和度状态重塑滑带土抗剪强度的直剪试验结果与基于吸应力理论的预测结果进行对比,可见预测结果具有较好的准确程度。对于水库型滑坡而言,滑坡体内的部分区域长期处于周期性的干湿循环状态,因此,采用传统的饱和土强度理论来分析该类问题往往不能得到符合实际情况的结果。采用基于吸应力理论的扩展摩尔-库伦抗剪强度准则来预测土体非饱和状态抗剪强度,可以较方便且准确地在滑坡稳定性分析中充分考虑滑坡岩土体非饱和状态的抗剪强度性质,有利于非饱和土力学理论在实际岩土工程工作中的应用。
黄土坡滑坡地表位移监测数据表明该滑坡体的部分区域朝水库方向持续蠕滑,其地表变形的速度与库水位的波动具有显著的相关性。为了分析水库初期蓄水以及周期性水位变化诱发水库涉水滑坡的机制,提出了一个关于水库滑坡受力与稳定性状态的概念模型,该概念模型基本包括了库水位升降对滑坡体造成的所有力学机制,其中既包括有利于增强滑坡稳定性的力学机制,也有不利于滑坡稳定性的力学机制。这些作用于滑坡体内的力学机制主要是由库水位升降所带来的孔隙水压力、吸应力、静水压力以及滑体自重的变化所引起,对水库水位变化诱发的涉水滑坡具有一定的代表性意义。通过概念模型,我们可以发现在水库水位上升以及周期性波动的过程中,涉水滑坡体内既有滑动力和抗滑力增加的区域,也有滑动力和抗滑力减小的区域,其中引起滑体有效应力减小的原因是饱和区域孔隙水压力的增大以及非饱和区域吸应力的消散,而造成有效应力增大的因素则主要包括静水压力以及滑体自重增大所带来的总应力增大。由于各滑坡体的地质结构和水-力相互作用性质存在差异,滑坡体内不同区域有效应力随库水位变化的幅度和增减方向也有所不同。般来说,在滑坡体靠近水库且始终处于饱和状态的区域以及始终处于地下水位线以上的非饱和区域,其有效应力受库水位升降的影响较小,而滑坡体中部处于饱和-非饱和干湿循环状态的区域,其有效应力和饱和度在库水位波动过程中变化显著。
为了定量化分析滑坡体的稳定性与库水位升降所引起的滑坡体含水状态、孔隙水压力、吸应力以及有效应力变化之间的关系,选取黄土坡滑坡临江1号崩滑体的典型剖面建立2维水-力耦合模型进行数值模拟计算,数值模拟的时间跨度为2003年4月至2010年4月,涵盖了三峡水库蓄水的四个主要阶段。由于数值模拟的主要目的是分析库水位升降对涉水滑坡体各种力学机制的综合作用结果,本次计算没有考虑降雨以及滑坡体内上层滞水等其它因素影响。模拟计算结果定量化显示了概念模型中各种力学机制对黄土坡滑坡临江1号崩滑体稳定性的综合作用效果,在库水位从原始的68m上升至最高175m并在145m和175m之间周期性波动的过程中,库水位升降所引起的孔隙水压力、吸应力、静水压力以及滑体自重的变化对滑坡体有效应力和稳定性有着各自不同的影响。根据计算和分析结果,对于黄土坡滑坡临江1号崩滑体特定的地质结构、滑体材料水-力相互作用性质以及水位边界条件而言,由库水位变化所引起的综合力学机制作用结果受静水压力主导。由于主滑面的稳定性系数在正常水位变化期仍会周期性地降低至1以下,因此,滑体仍会持续发生间歇性蠕滑。
The damage and impact on the natural and social environment caused by the construction of large scale reservoir can not be ignored. The initial impoundment and periodic water level variation may change the balance of geological environment of the reservoir area and bring abundant of geo-hazards and potential dangerous. Landslide is one kind of typical geo-hazards occurs in reservoir area susceptibly. The Three Gorges Project, locates on the main stream of Yangtze River between Yichang and Chongqing in China, is a large water conservancy and hydropower project constructed on the middle-upper stream of Yangtze River. As one of the largest engineering projects in the world, Three Gorges Project is always accompanied with great dispute for the millions of immigrants and environmental disruption since the preparation of the project. Three Gorges Research Center for Geo-hazard, Ministry of Education is a comprehensive open platform focus on the research on Geo-hazards and operated by China University of Geosciences. The underground tunnel group belongs to the research center which is built in the sliding mass of Huangtupo slope in Three Gorges Reservoir area can comprehensively expose the original features of the sliding zones in the landslide, on the other hand laboratory tests and in-situ tests for the sliding zones will bring great contribution to the study of landslide hazards. According to the existing investigation data, Huangtupo landslide is composed with4main parts, namely No.1adjacent to river sliding debris, No.2adjacent to river sliding debris, Garden Spot Landslide and Transformer Station Landslide, the total area is135×104m2and total volume is6934×104m3. As many other landslides in the reservoir area, Huangtupo landslide is a wading landslide which means the toe of the sliding body is under the highest175m water level of the reservoir. For the initial impoundment and annually water level fluctuation, parts of the sliding mass are under the drying and wetting circulation condition. The study on Huangtupo landslide has an important representative significance to the study on geo-hazards in the whole Three Gorges reservoir area.
Firstly, the nature geography, geological environments and basic characteristics of the sliding mass of Huangtupo area are introduced, especially the distribution characteristics of sliding zones of adjacent to river sliding debris. Basic property of the sliding zone soils are tested by laboratory tests. From the sliding zones distribution sections, multi layers of sliding zones can be observed in the adjacent river sliding debris. The elevations of each layer of sliding zones distribute differently with the position of sections. Continuity and interconnectivity of the sliding zones are also different in different area of the sliding mass. Physico-mechanical properties and distribution characteristics of these subsistent or potential sliding zones directly dominate the stability and failure mode of the whole landslide. So, the study on sliding zones is the key points for analyze of the formation and stability of the landslides. Sliding zone soils exposed by boreholes are silty clay with gravels, in which, clay contents13%-30%, silt and sand contents15%-37%and gravel contents2.5-20%, the components of sliding zone soils have significant difference in different parts of the sliding body. Results of X-ray diffraction tests show that the main component minerals of sliding zone soils are quartz, feldspar, calcite and clay minerals such as montmorillonite, illite and chlorite, the total amount of clay minerals is40%～45%. Shear strength of sliding zone soils are tested by ring shear, peak cohesion and internal friction angle are21.38kPa and20.35。, respectively, residue cohesion and internal friction angle are8.54kPa and17.69。, respectively.
As we know, soils and rocks are discontinuous materials composed by fine mineral aggregates and detrital particles. The properties and spatial arrangement of fine mineral aggregates and detrital particles directly determine the macroscopic properties of soil and rock materials. In order to quantitatively study the piratical size distribution, particle profile and surface characteristics and directionality of laminar clay mineral of sliding zone soils, particle size analysis, slice analysis and scanning electron microscope methods are employed combined with fractal theory. Particle size analyses indicate that there are obvious liner relationships between particle sizes and cumulative mass percentages in the logarithmic coordinate system, which means the particle size distribution has fractal characteristics. Higher fractal dimension of mass-size distribution represent more fine particles content and less coarse particle content, lower fractal dimension of mass-size distribution represent less fine particles content and more coarse particle content. Psephicity of sliding zone soils particles can be obtained by comparing their profile fractal dimensions and standard psephicity particles. Surface characteristics and energy spectrum analyses show the argillaceous siltstone particles has relative lower psephicity, apophysis and grooves distribute on the rough particle surfaces and form the honeycomb shapes. Argillaceous limestone particles have relative higher psephicity and smoother surfaces but a lot of linear scratches can be observed on the particle surfaces. Calcite crystals are mainly parallel developed columnar, laminal or rhombohedron shapes. Statistical results of clay particles directionality indicate that the clay mineral arrangements of siding zone soils close to shear surface have much stronger directionality. As the distances away from the shear surface, directionality of the clay mineral particles arrangements weaken gradually. The study on the structure of sliding zone soils can contribute to the analysis of physico-mechanical properties, formation and evolution process of sliding zones in the landslides, and finally invert the macroscopic deformation and failure history of the whole landslide. For example, the particle size distribution, coarse particle profiles and typical surface features can be used as quantitative analysis indexes for the evolution stage and failure mode of the sliding zones. Directionality of the clay mineral particles arrangements can be used to evaluate and predict the evolution stage and stability of the slope, and also used to distinguish and determine the main sliding surface and the position and thickness of disturbed layer of sliding zones.
As the impoundment of reservoir and annually water level fluctuation, parts of areas in reservoir wading landslide are under saturated and unsaturated circulation condition, so, the study on the hydro-mechanical properties of sliding mass, and especially the sliding zones, is one of the most important problem of the study on reservoir induced landslides. Pressure plate tests are employed to test the soil water characteristic curve of remolded sliding zone soils with different pore size distributions, tests results indicate that under the same final consolidation pressure, the model parameter a related to air entrance value and model parameter n related to pore sizes distribution both decrease with the increase of particle mass-size fractal dimension. For the sample with the same particle mass-size fractal dimension, parameter a and n both decrease with the increase of final consolidation pressures. Saturated volumetric water content and residual volumetric water content both increase with the increase of particle mass-size fractal dimension or decrease of final consolidation pressures. In order to test the hysteresis of soil water characteristic curve and hydraulic conductivity function of sliding zone soils, transient water release and imbibitions method (TWRI) is employed to test both remolded and undisturbed soil samples. TWRI tests results indicate that both soil water characteristic curve and hydraulic conductivity function of sliding zone soils have obvious hysteresis, and the degree of hysteresis are affect by the particle size component of the samples. From the hydro-mechanical parameters in both drying and wetting paths of remolded sliding zone soils with different particle size distributions, we can find that the degree of hysteresis of soil water characteristic curve and hydraulic conductivity function increase with the increase of particle mass-size fractal dimension. In which, the air entrance value, saturated volumetric water content and saturated permeability appear larger hysteresis, but the hysteresis of pore size distribution parameters are relative smaller. Because of the hydraulic conductivity function is one of the determining factors of the variation of moisture condition in the soils, the large difference between permeabilities in drying and wetting paths significantly affect the moisture content of the sliding zone soils during the variation of water level, and this is the main reason for the study on hysteresis of the soil water characteristic curve and hydraulic conductivity function of sliding zone soils. There are two main influencing factors on the hysteresis of hydro-mechanical properties of soils, one is the "ink bottle effect" caused by the particle size distribution and the other one is the change of contact angle between the surface of soil particles and pore water in drying and wetting paths.
Effective stresses of unsaturated soils with different moisture contents can be defined by unified effective stress principle which is based on suction stress theory. For saturated soil, the effective stress is the difference of total stress and pore water pressure. For unsaturated soil, the effective stress is the difference of total stress and suction stress. Direct shear tests results of remolded sliding zone soil samples with different matric suctions indicate that the shear strength of samples increase with the increase of matric suction under the same normal pressure. The cohesion of the sample change significantly with the matric suction but the internal friction angle do not change to much, the whole shear strength envelope rise with the increase of matric suction parallelly. There is not linear relationship between the increase of shear strength and matric suction. Comparing the direct shear tests results of remolded sliding zone soils with different saturation with the predict results on the base of suction stress theory, we can find that the predict results have acceptable accuracy. For the reservoir induced landslides, parts of the sliding mass are under periodic drying and wetting circulation condition. Analyzing this kind of problem with traditional strength theory for saturated soils can not obtain results conform to real situations. Predicting the shear strength of soils under unsaturated condition by unified Mohr-Coulomb shear strength criterion on the base of suction stress theory can adequately consider the shear strength of sliding materials under unsaturated conditions conveniently and accurately which is benefit for the application of unsaturated soil mechanics theory on the practical geotechnical engineering problems.
Earth surface deformation monitoring data indicates that parts of Huangtupo slope is moving episodically into the reservoir. Such movements of the slope appear to be highly correlated to the initial and seasonal water level changes. In order to analyze the mechanisms of the reservoir induced landslides, a general conceptual model is established for landsliding triggered by initial reservoir impoundment and annual water level fluctuations. This conceptual model identifies most of the possible physical mechanisms for stabilizing or destabilizing slopes due to the reservoir water level fluctuation. These mechanisms are caused by variation of pore water pressure, suction stress, hydrostatic loading, and slope self-weight during the variation of water level. So, the conceptual model can represent the mechanisms for most of the wading landslides induced by the change of reservoir water level.
Through the conceptual model, there are both increasing and decreasing in driving and resistant stress areas and regimes in wading landslides. The mechanisms for effective stress decrease are mainly the increase of pore water pressure and the disappearance of suction stress. The mechanisms for effective stress increase (thus shear resistant) are the total stress caused by the hydrostatic pressure on the slope surface and the increase in self-weight of the sliding mass. Because the geologic and hydrologic structure of the slope, the variations of effective stress in different regions are quite different. The effective stress in the toe area and the unsaturated areas that are always above the water table are less affected by the fluctuation of the water level. The effective stresses in the middle part are greatly affected by the fluctuation of the water level as the saturation in this region varies greatly with both the initial reservoir impoundment and annual water level fluctuation.
In order to quantitatively analyze the relationship between the moisture conditions, pore water pressure, suction stress and effective stress in the sliding mass with the variation of water level of reservoir, a two-dimensional hydro-mechanical numerical model is constructed on the base of a typical section form No.1adjacent river sliding debris of Huangtupo landslide. The modeling period is from April2003to April2010which covers the total4stages of the impoundment of Three Gorges reservoir. For the main purpose of the numerical simulation is the comprehensive effect of the mechanisms to the wading landslide caused by the change of reservoir water level, the other factors such as precipitation and perched water are ignored in the model. Modeling results quantitatively indicate the comprehensive effect of all the mechanisms mentioned in the conceptual model on the stability of No.l adjacent river sliding debris of Huangtupo landslide. During the water level rise from68m to175m and of the seasonal fluctuation between145m and175m, it is shown that the induced variations in pore water pressure, suction stress, hydrostatic loading, and slope self-weight have different effects on the effective stress conditions and slope stability. According to above calculation and analysis results, for the No.1adjacent river sliding debris of Huangtupo landslide with particular geological structure, hydro-mechanical properties and water level boundary conditions, the dominating mechanism for the factor of safety is the hydrostatic loading by the water level fluctuation. Because of the factor of safety will decrease lower than1, this study suggests that the creep would continue seasonally in the future at Huangtupo landslide.
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