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1.
《地学前缘(英文版)》2015,6(6)
Slope failures along hill cut road slopes are the major nuisance for commuters and highway planners as they put the human lives at huge risk,coupled with immense monetary losses.Analysis of these vulnerable cut slopes entails the assessment and estimation of the suitable material strength input parameters to be used in the numerical models to accomplish a holistic stability examination.For the present study a 60 m high,basaltic and lateritic road cut hill slope in Mahabaleshwar,India,has been considered.A number of samples of both basalt and laterite,in their natural state were tested in the laboratory and the evaluated maximum,minimum and mean strength parameters were employed for the three cases in a distinct element numerical model.The Mohr-Coulomb failure criterion has been incorporated in the numerical model for the material as well as the joints.The numerical investigation offered the factor of safety and insights into the probable deformational mechanism for the three cases.Beside,several critical parameters have also been judged from the study viz.,mode of failure,factor of safety,shear strain rate,displacement magnitudes etc.The result of this analysis shows that the studied section is prone to recurrent failures due to the capping of a substantially thick layer of weaker lateritic material above the high strength basaltic rock mass.External triggering mechanisms like heavy precipitation and earthquake may also accelerate the slope failure in this area.The study also suggests employing instant preventive measures to avert the further risk of damage. 相似文献
2.
Zuoan Wei Guangzhi Yin J. G. Wang Ling Wan Liping Jin 《Environmental Earth Sciences》2012,67(6):1651-1662
The stability of both natural and cut slopes in mountainous areas is a great challenge to highway constructions and operations. This paper presents a successful case study of stability analyses and protection treatments for high-steep cut soil slopes in an ancient landslide zone which was located at Km12+700 to Km15+000 along the Tehran?CChalus highway. This report has three parts. First, geotechnical investigations of in situ direct shear test, SPT tests and laboratory tests were implemented to get the subsurface profiles and the mechanical properties of the soil mass. Second, finite difference analysis was carried out to evaluate the stability of both the natural and cut slopes. Minimum safety factors and potential failure modes of cut slopes were obtained under both static and dynamic conditions. These results indicated that the ancient landslide could not be reactivated under the present climatic and morphological conditions, but there were some potential shallow failures in some cut soil slopes (failure actually occurred during excavation). Protection treatments and reinforcements were thus necessary. Third, the stability of the cut slopes was re-assessed by simplified Bishop limit equilibrium analysis (using Slide 5.0). Some potential failure zones were designed to be protected by back-anchored concrete retaining wall at the slope toe, rock bolts and frame beams on the slope face and planting grass on the slope face. Numerical analysis indicated that these protection measures could stabilize this remedial slope. These practical experiences may be of benefit for similar highway construction projects. 相似文献
3.
The Çiftehan-Pozant segment of the Ankara-Pozant motorway is problematic due to the existence of lithological units with variable character. Seven cut slopes are planned along Km 358+000– Km 364+350 of the proposed motorway. The purpose of this study is to determine engineering geological properties of the rocks exposed along the motorway and to assess the excavatability and stability of the cut slopes. Both field and laboratory studies were carried out during this study. Field studies involved geological mapping, detailed discontinuity surveying and sampling. Laboratory tests were carried out to determine unit weight, point load strength index and shear strength parameters of the discontinuities. In the study area, recrystallized limestone, microgabbro, conglomerate and Quaternary deposits are exposed. However, the cut slopes are located within microgabbro and conglomerate. Hard to very hard ripping with local blasting for the fresh inner part of the rocks is recommended for the excavatability. In two cut slopes wedge failure is expected, whereas in another two slopes both wedge and toppling failures are likely to occur. Based on the field observations and stability analyses of the cut slopes, slope flattening with various angles, wire mesh, and drainage ditches are proposed. 相似文献
4.
Alitabar Abbas Noorzad Reza Qolinia Afshin 《Geotechnical and Geological Engineering》2021,39(6):4237-4251
Embankment dams are one of the most important geotechnical structures that their failures can lead to disastrous damages. One of the main causes of dam failure is its slope instability. Slope Stability analysis has traditionally been performed using the deterministic approaches. These approaches show the safety of slope only with factor of safety that this factor cannot take into account the uncertainty in soil parameters. Hence, to investigate the impact of uncertainties in soil parameters on slope stability, probabilistic analysis by Monte Carlo Simulation (MCS) method was used in this research. MCS method is a computational algorithm that uses random sampling to compute the results. This method studies the probability of slope failure using the distribution function of soil parameters. Stability analysis of upstream and downstream slopes of Alborz dam in all different design modes was done in both static and quasi-static condition. Probability of failure and reliability index were investigated for critical failure surfaces. Based on the reliability index obtained in different conditions, it can be said that the downstream and upstream slope of the Alborz dam is stable. The results show that although the factor of safety for upstream slope in the state of earthquake loading was enough, but the results derived from probabilistic analysis indicate that the factor of safety is not adequate. Also the upstream slope of the Alborz dam is unstable under high and uncontrolled explosions conditions in steady seepage from different levels under quasi-static terms.
相似文献5.
Modeling uncertainty in stability analysis for design of embankment dams on difficult foundations 总被引：2，自引：0，他引：2
A probabilistic 3-D slope stability analysis model (PTDSSAM) is developed to evaluate the stability of embankment dams and their foundations under conditions of staged construction taking into consideration uncertainty, spatial variabilities and correlations of shear strength parameters, as well as the uncertainties in pore water pressure. The model has the following capabilities: (1) conducting undrained shear strength analysis (USA) and effective stress analysis (ESA) slope stability analysis of staged construction, (2) incorporation of field monitored data of pore water pressure, and (3) incorporation of increase of undrained shear strength with depth, effective stress, and pore water pressure dissipation. The PTDSSAM model is incorporated in a computer program that can analyze slopes located in multilayered deposits, considering the total slope width.
The main outputs of the program are the geometric parameters of the most critical sliding surface (i.e., center of rotation/radius of rotation and critical width of failure), mean 2-D safety factor, mean 3-D safety factor, squared coefficient of variation of resisting moment, and the probability of slope failure. The program is applied to a case study, Karameh dam in Jordan. Monitored data of induced pore water pressure in the dam embankment and soft foundation were gathered during dam construction.
The stability of Karameh dam embankment and foundation was evaluated during staged construction using deterministic and probabilistic analysis. Foundation stability was evaluated based on the monitored data of pore water pressure.
The study showed that the mean values of the corrective factors which account for the discrepancies between the in situ and laboratory-measured values of soil properties and for the modeling errors have significant influence on the 2-D safety factor, 3-D safety factor, slope probability of failure, and on the expected failure width.
The degree of spatial correlation associated with shear strength parameters within a soil deposit also influences the probability of slope failure and the expected failure width. This correlation is quantified by scale of fluctuation. It is found that a larger scale of fluctuation gives an increase in the probability of slope failure and a reduction in the critical failure width. 相似文献
6.
Finite element modeling approach to assess the stability of debris and rock slopes: a case study from the Indian Himalayas 总被引：4，自引：2，他引：2
Landslides and slope failures are recurrent phenomena in the Indian Himalayas. The study area comprises the hill slopes along a road stretch of 1.5 km at a distance of 9 km from Pipalkoti on Chamoli–Badrinath highway (NH-58) in the Garhwal Himalayas, India. Based on the field survey, contour map, and the hillshade, the study area has been divided into different zones. Three different zones/slopes in this study area including one potential debris slide, one stable debris slope, and one potential rock slide have been undertaken for investigation and modeling. Field mapping, data collection related to slope features and soil/rock sample collection, and discontinuity mapping for all the slopes have been carried out in field. Soil samples have been tested in the laboratory to determine the physico-mechanical properties. These properties along with some material properties from the literature have been used as input parameters for the numerical simulation. To investigate the failure process in the debris/rock slides as well as stable debris slope, the slopes were modeled as a continuum using 2D finite element plain strain approach. Shear strength reduction analysis was performed to determine the critical strength reduction factor. The computed deformations and the stress distributions, along the failure surface, have been compared with the field observations and found to be in good agreement. The analysis results indicated rock/debris slide slopes to be highly unstable. The debris slide modeling depicted failures both above and below road levels as observed in field. The rock slide modeling could depict the exact pattern of failure involving 3 sets of discontinuities simultaneously as observed in real-field scenario which is a major limitation in case of limit equilibrium analysis. The field-observed stable slope comes to be stable through FE analysis also. Based on these analyses, landslide hazard assessment of the study area could be done. 相似文献
7.
Although most cut slopes in Ohio consist of inter-layered, sub-horizontal units of hard and soft sedimentary rocks (sandstone, limestone, dolostone, shale, claystone, mudstone), slopes consisting of relatively thick hard rock units are not uncommon. Design of stable cut slopes in hard rock units needs to consider rock mass strength and orientation of discontinuities with respect to slope face. Results of kinematic stability analyses show that hard-rock cut slopes are less likely to have conventional plane and wedge failures, caused by unfavorable orientation of discontinuities. The main cause of failure is identified to be the undercutting-induced toppling, which is not amenable to traditional kinematic or rock mass strength-based analyses. Therefore, to recommend a suitable slope angle, numerical models, using UDEC software, were employed to study how various slope angles affect the process of undercutting-induced toppling failures. The UDEC models showed a slope angle of 45° (1H:1 V) to be the most stable angle. However, a 63° (0.5H:1 V) slope angle can significantly reduce the potential for such failures and is therefore more appropriate than the widely used angle of 76° (0.25H:1 V). 相似文献
8.
Reliability analysis of bearing capacity of a strip footing at the crest of a simple slope with cohesive soil was carried out using the random finite element method (RFEM). Analyses showed that the coefficient of variation and the spatial correlation length of soil cohesion can have a large influence on footing bearing capacity, particularly for slopes with large height to footing width ratios. The paper demonstrates cases where a footing satisfies a deterministic design factor of safety of 3 but the probability of design failure is unacceptably high. Isotropic and anisotropic spatial variability of the soil strength was also considered. 相似文献
9.
高速公路开挖形成越来越多的工程边坡。缓倾外层状结构边坡作为一种典型的岩质边坡,一般情况下整体稳定性较好,但在特定的结构面组合状况下,开挖后也可能产生整体变形破坏。本文以软弱结构面和长大裂隙发育的公路工程边坡为例,通过岩体结构及边坡一定范围内已有边坡破坏现象的调查研究,采用工程地质类比和三维离散元法综合分析边坡变形破坏模式,并针对变形破坏模式的特点,提出支护对策。研究结果表明,结构面贯通坡体形成切割块体的后缘和侧缘边界时,缓倾外层状结构边坡可沿层面产生滑移-拉裂变形,若滑面与临空面具有一定夹角,边坡的变形可表现为旋转式滑移-拉裂;结构面组合控制的缓倾外层状结构岩质边坡稳定性受坡体中下部的关键块体控制,一旦关键块体失稳,将引起上部块体的连锁失稳,此类边坡变形控制的重点是对关键块体分布区域进行强支护;支护工程实施后的变形监测结果表明,基于变形破坏模式分析的边坡支护方案保证了边坡施工和运营过程中的安全。 相似文献
10.
Despite the development of cities, risk assessment of rock slope stability in urban areas seems not to be growing at the same time. Mashhad is a developed city in northeast of Iran with a population of over 2.4 million. Given the closeness of the southern part of Mashhad to the Binaloud mountain ridge, the stability of the residential complexes that are being constructed in this area is a critical issue. Based on the fundamental roles of discontinuity properties and geo-mechanical parameters of rock mass, in this study we evaluated the most influential parameters of the rock slope stability and the failure probability of the slope near the Negin residential complex built on this ridge. According to the deterministic and probabilistic analyses, the north trench that was excavated for this residential complex could potentially cause plane failure. Moreover, the relationship between effective parameters on instability and their impact on safety factors were determined by sensitivity analysis. Therefore, slope dip, pore water pressure, and joint set dip were highly influential on the safety factor. There was also a nonlinear relationship between different parameters and safety in the studied area. This study presents an approach for risk assessment of rock slope stability in urban areas. 相似文献
11.
A. Malarvizhi Achyuthan Hema D. Gobichandhru 《Journal of the Geological Society of India》2016,87(3):317-322
Occurrences of landslide are most common and critical issue in North-East India. The various types of slope failures have been affected most part of slopes and road section between Malidor to Sonapur area (approx 30 Km) along NH-44 within Jaintia hills district, Meghalaya, India. These slope failures causes considerable loss of life and property along with many inconveniences such as disruption of traffic along highways. The unscientific excavations of rock slopes for road widening or construction purposes may weaken the stability of the slopes. The rocks exposed in the area are highly jointed sandstone and shale of Barail Group of Oligocene age. The Sonapur landslide is most dangerous and destructive rock fall-cum debris flow. The present study includes the kinematic analysis of the slope to assess the potential failure directions as the rocks are highly jointed in some parts of road cut sections. The continuous slope mass rating (CSMR) technique has been applied for slope stability analysis at five vulnerable locations. Kinematic analysis indicates mainly wedge type of failure along with few toppling and planar failures. These failure required immediate treatment to prevent the slide and long term stability of the slope. 相似文献
12.
A. A. Amin 《Environmental Geology》1999,39(1):20-24
The geological hazards along part of Al-Sayl Alkabeir Al-Jammum road, western Saudi Arabia, were studied by the use of the
sterographic projection to define the types of possible failures and the magnitude of safety factor on each slope face. The
studied area consists of granite and granodiorite rocks that were cut by acidic and basic dikes. There are four sets of structural
discontinuities which, besides a few strike slip faults, constitute the planes of weakness that lead to a variety of possible
mode failures. The stability analysis indicates that sections of the road are unstable as their cut slopes exceed the maximum
safe slope angles which range between 65° and 73°.
Received: 16 June 1998 · Accepted: 2 March 1999 相似文献
13.
用sarma法计算了不同坡高、不同坡角、不同岩体和结构面力学参数的边坡在不同水平地震加速度系数下对应的安全系数,建立了一套能方便快捷地查询边坡安全系数的系统,为各种类型边坡的稳定性评价提供了依据。此外,还分析了坡高、坡角、地震加速度系数、岩体和结构面力学参数对地震边坡安全系数的影响。通过对比查询系统得到的安全系数与其他已有的地震边坡稳定性评价方法得到的安全系数的差异,得出用这种新安全系数查询方法得到的安全系数与其他安全系数计算方法得出的安全系数相差不大。通过将这种新的地震边坡稳定性评价方法应用到几个实际边坡中,所得到的评价结果与滑坡的实际发生情况一致。 相似文献
14.
Evaluating cut slope failure by numerical analysis—a case study 总被引：3，自引：3，他引：0
Slope failure is very common phenomenon in hilly regions, especially in young techno active mountainous like Himalayas. It
is hazardous because of the accompanying progressive movement of the slope-forming material. In order to minimize the landslide
effects, slope failure analysis and stabilization requires in depth understanding of the process that governs the behavior
of the slope. The present article mainly deals with the analysis of the stability of road cut slopes of Rudraprayag Area,
Uttarakhand, India. The area experiences local as well as regional slides every year. Extensive field study was carried out
along the road cut slopes. Laboratory experiments were conducted to determine the various Physio-mechanical properties of
rock mass. These properties have been used as input parameters for the numerical simulation of slope using FLAC3D (Fast Lagrangian
Analysis of Continua) including geological discontinuities. The computed deformations and the stress distribution along the
failure surface are compared with the field observations. The study indicates that the overall slope is unstable except at
the location E where slope is critically stable. The effects of instability have been thoroughly considered and remedial measures
have been recommended. 相似文献
15.
公路沿线发生的滑坡、泥石流等自然灾害是造成交通停滞的主要原因。对公路沿线边坡进行稳定性评价及滑坡灾害分析对于公路管理和灾害防治具有重要意义。为了能对大范围边坡应用三维力学模型进行稳定性评价,研究中将较大研究区域划分为多个边坡单元（slope unit）,并介绍了边坡单元划分方法。对每个边坡单元,采用随机生成许多假想滑动面并通过一个基于GIS的边坡稳定性三维分析模型计算其安全系数的方法,找出具有最小安全系数的危险滑动面,同时求出在试算过程中安全系数小于某临界值（通常设为1.0）的结果出现的比率,作为该边坡单元的滑坡发生概率,以此作为指标对研究区域进行危险度评价。通过对日本49号国道沿线边坡中的应用对该方法的实用性进行了验证。 相似文献
16.
The distribution of permafrost-related slope failures along the Qinghai-Tibet Highway from Wuddaoliang to Fenghuoshan correlates with ice content, slope gradient, and ground temperature. Slope failures are of two types. (1) Retrogressive thaw slumps result from icy permafrost being exposed by either man-induced excavation or fluvial-thermal erosion and undercutting of basal slopes. (2) Active-layer-detachment failures are caused by thaw of icy permafrost at the active layer-permafrost interface. After initial failure, active-layer-detachment failures can lead to retrogressive thaw-slumping and localized surficial landslide. Common trigger mechanisms for failure include high summer air temperatures and heavy summer precipitation. A third possible trigger mechanism for slope failure is earthquake occurrence. A geotechnical slope stability analysis was undertaken for an active-layer-detachment failure that had progressed into a retrogressive thaw slump. A safety factor (F s ) of 1.24 for the natural slope was determined using in situ tested strength parameters. However, the slope would lose stability when either the groundwater level over the permafrost table exceeded 1.42 m or seismic acceleration reached, or exceeded, 0.03?g. 相似文献
17.
Hong-Yue Sun Yu Zhao Yue-Quan Shang Yang Yu Quan-Li Zhao 《Rock Mechanics and Rock Engineering》2012,45(6):1103-1111
Given insufficient geological investigation and inadequate interpretation of geological settings, remedial works for localized cut slope collapses may induce large-scale failures and cause remarkable damage, as well as economical loss. A number of recent reports have addressed individual large-scale failures due to inappropriate cutting, but the systematic classification of failure patterns has received less attention. In this study, a re-profiling triggered landslide is described in detail. The deep slip surface is located by field measurements; then, the stability of the slope before and after cutting is assessed with the limit equilibrium method. Three types of slopes prone to deep-seated failures are introduced: the loose deposits type, the ancient landslide type, and the deep adverse discontinuities type. The mechanism of each failure pattern is illustrated with a case study. The stability analyses indicate that inappropriate slope profiling may greatly reduce the factor of safety (FS) of a slope. Recommendations are given for mitigating the deep-seated landslide induced by inappropriate cutting, and a case history of successful measures is presented. 相似文献
18.
边坡的失稳是一个从量变到质变的动态渐进破坏过程,此问题也是边坡领域研究的重点与难点之一。在考虑岩土材料软化特性和动力学求解的基础上,建立了边坡渐进破坏仿真的理论框架;利用ABAQUS软件的动力显式求解模块实现了边坡的渐进破坏仿真;根据塑性应变揭露了剪切带的扩展过程,由软化本构确定了滑面材料的分区演化规律,根据等效塑性应变确定了边坡的滑面,通过滑面位置将边坡分为滑体、滑带、滑床,并分别研究了边坡各分区内部特征点运动学变量的发展过程,从而揭示了边坡的渐进破坏过程;基于材料参数沿滑面的时空分布,利用矢量和法得到了边坡不同演化阶段的安全系数。对比该方法与Bishop法确定的滑面位置与安全系数,发现两种方法峰值和残余强度对应的安全系数比较接近,该方法搜索所得滑面位于Bishop法自动搜索的滑面之间,验证了此方法的合理性及可靠性。最后分析了材料软化特征对边坡稳定性的影响,在保持其他参数不变的条件下,增大残余黏聚力,边坡的滑面位置加深,安全系数的初始值减小,安全系数的快速减小阶段有所推迟,并且快速减小阶段经历的时间有所延长,稳定后的安全系数有所增大。保持其他参数不变,增大残余黏聚力对应的等效塑性应变阈值,边坡的滑面位置加深,安全系数的初始值减小,安全系数的快速减小阶段有所推迟,但快速减小阶段经历的时间基本不变,达到稳定的时间有所推迟,同时稳定后的安全系数略微有所增大。 相似文献
19.
The partly constructed and excavated power house slopes of Subansiri Lower Hydroelectric Project experienced extensive collapses
through complex mode of failure. A detailed study is attempted in this paper to understand the reasons for the failure and
assess the stability of the existing constructed slopes using limit equilibrium and FEM solutions and also to propose modified
design for rebuilding the slopes. To take into account the uncertainty associated with the rockmass and soil properties, probability
and reliability analyses have also been carried out. Based on the field observations and stability analyses of the natural
and cut slopes, suitable support systems such as slope flattening with various angles, weldmesh, shotcrete, rockbolts and
drainage holes have been considered to meet the stability requirements. In this study, it is demonstrated that the probabilistic
approach when used in conjunction with deterministic approach helps in providing a rational solution for quantification of
stability in the estimation of risk associated with the power house slope construction. 相似文献
20.
Effect of Surcharge on the Stability of Anchored Rock Slope with Water Filled Tension Crack under Seismic Loading Condition 总被引：1，自引：0，他引：1
S. K. Shukla S. Khandelwal V. N. Verma N. Sivakugan 《Geotechnical and Geological Engineering》2009,27(4):529-538
In this paper, an analytical expression is derived for the factor of safety of the rock slope incorporating most of the practically
occurring destabilizing forces as well as the external stabilizing force through an anchoring system. The slope stability
is analyzed as a two-dimensional problem, considering a slice of unit thickness through the slope and assuming negligible
resistance to sliding at the lateral boundaries of the sliding block. A detailed parametric study is presented to investigate
the effect of surcharge on the stability of the rock slope for practical ranges of governing parameters such as inclination
of the slope face, inclination of the failure plane, depth of tension crack, depth of water in tension crack, shear strength
parameters of the material at the failure plane, unit weight of rock, stabilizing force and its inclination, and seismic load.
For the range of parameters considered in the present study, it is found that the factor of safety of the rock slope decreases
with increase in surcharge; the rate of decrease being relatively higher for lower values of surcharge. It is also observed
that for a specific surcharge, the factor of safety depends significantly on all other parameters, except for unit weight
of rock and higher values of inclination of stabilizing force to the normal at the failure plane. For any combination of these
variables, the surcharge plays a vital role in the stability. A perfectly stable slope at relatively low surcharge can become
unsafe with the increase in surcharge. The deterioration in the stability can be quite rapid, depending on the combination
of the factors under consideration. The analysis and the general expression proposed herein can be used to carry out a quantitative
assessment of the stability of the rock slopes. 相似文献