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1.
The main objective of this study is the determination of the slope stability and excavatability category of discontinuous
rock exposed between 53+000 and 58+000 km of the proposed Ankara–Pozantı autoroad in Turkey to provide secure access. The
study area is mostly in the outcrops of highly jointed sandstone with minor layers of marl. This Maastrichtian–Eocene Group
also contains conglomerate and limestone bands of flysch character called the Pas˙ada* Group. Quaternary alluvial deposits
occur throughout the site. The area was divided into four design sectors based on cut slope locations. Rock slope stability
was assessed kinematically as well as through utilizing limit equilibrium analyses. The excavation category was determined
to range from hard to extremely hard ripping. Remedial measures for unstable rock slopes are discussed.
Received: 22 July 1997 · Accepted: 14 April 1998 相似文献
2.
雨水入渗对非饱和土坡稳定性影响的参数研究 总被引：57，自引：1，他引：56
很多国家和地区的斜坡失稳与雨水入渗有密切关系。通过参数分析研究可以深化对这种关系的认识和理解,因而对滑坡灾害的预测和预防有重要意义。针对香港地区一种典型非饱和土斜坡,用有限元法模拟雨水入渗引起的暂态渗流场,然后将计算得到的暂态孔隙水压力分布用于斜坡的极限平衡分析。计算中采用延伸的摩尔－库伦破坏准则以便考虑基质吸力对抗剪强度的贡献,研究了降雨特征、水文地质条件及坡面防渗处理等因素对暂态渗流场和斜坡安全因数的影响。数值模拟结果表明：降雨强度、降雨历时和雨型对暂态渗流场及斜坡稳定性有明显的影响;土体的渗透系数,尤其是渗透系数各向异性的影响特别显著;斜坡中相对隔水层的存在以及斜坡防渗护面的效果等因素的影响均不容忽视。 相似文献
3.
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
4.
For the assessment of shallow landslides triggered by rainfall, the physically based model coupling the infinite slope stability
analysis with the hydrological modeling in nearly saturated soil has commonly been used due to its simplicity. However, in
that model the rainfall infiltration in unsaturated soil could not be reliably simulated because a linear diffusion-type Richards’
equation rather than the complete Richards’ equation was used. In addition, the effect of matric suction on the shear strength
of soil was not actually considered. Therefore, except the shallow landslide in saturated soil due to groundwater table rise,
the shallow landslide induced by the loss in unsaturated shear strength due to the dissipation of matric suction could not
be reliably assessed. In this study, a physically based model capable of assessing shallow landslides in variably saturated
soils is developed by adopting the complete Richards’ equation with the effect of slope angle in the rainfall infiltration
modeling and using the extended Mohr–Coulomb failure criterion to describe the unsaturated shear strength in the soil failure
modeling. The influence of rainfall intensity and duration on shallow landslide is investigated using the developed model.
The result shows that the rainfall intensity and duration seem to have similar influence on shallow landslides respectively
triggered by the increase of positive pore water pressure in saturated soil and induced by the dissipation of matric suction
in unsaturated soil. The rainfall duration threshold decreases with the increase in rainfall intensity, but remains constant
for large rainfall intensity. 相似文献
5.
《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
6.
Geotechnical assessments of the stability of slopes at the Cakmakkaya and Damar open pit mines (Turkey): a case study 总被引：2，自引：2，他引：0
Fehmi Arikan Fatih Yoleri Sureyya Sezer Dincer Caglan Bengu Biliyul 《Environmental Earth Sciences》2010,61(4):741-755
The on-site observations, monitoring data, and results of back analyses of failures showed that large-scale failures occurred
along both the interconnected sliding surfaces, consisting of (a) discontinuities in the dacites and the contact zone and
(b) the circular surfaces through the weathered soil-like dacites at the Cakmakkaya and Damar open pit mines. Surface water
infiltration through the weathered soil-like material after a short duration of rainfall contributed to the circular-shaped
failures. After a heavy rainy period, an increase in the groundwater table above the contact zone played a major role in the
initiation of bi-planar wedge failures. In addition, the stability of the slopes is likely to have been controlled by the
orientation of this zone. The results of back analyses indicated that the shear strengths of the soil-like materials in the
weathered dacites and the contact zone had reduced to their residual values at the time of initial sliding. The flattening
of the slope angles with an effective surface drainage and long-term monitoring of the groundwater level is proposed as the
most suitable remedial measure. 相似文献
7.
The main objective of this study is to evaluate the influence of blast-induced acceleration on the stability of slopes at
Arakli-Tasonu limestone quarry where a planar shear failure has recently been observed. The planar failure occurred within
rock layers consisting of limestone and clayey limestone. The triggering mechanism of the planar shear failure was investigated
using blast-induced acceleration values obtained from 73 shots, field measurements, laboratory assessment of rock material
properties and utilizing limit equilibrium analysis. From the analysis of slope stability, the safety factor at a magnitude
of 0.106g was found to be lower than a minimum value of 1.2 in the case of a water-filled tension crack of a slope, 15 m depth. These
findings indicate that the planar shear failure was strongly influenced by the acceleration of uncontrolled blasting operations
as well as heavy rainfall. 相似文献
8.
This paper presents the study of a landslide induced by rainfall above a railway line in terms of site investigations, laboratory
tests, finite element, and limit equilibrium analyses. The purpose of the study is to identify the cause and failure mechanism
so as to prevent the recurrence of such failure. The slope concerned was composed of 3∼4 m thick fissured clay overlying highly
weathered mica marble interbedded with quartz schist. The slope was cut into two steps and was protected by a masonry revetment
and a thin masonry retaining wall at the toe. The region concerned suffered a whole month’s light drizzle in September, after
which a rainfall of an intensity of 80 mm (in 48 h) occurred 5 days prior to the failure that happened on October 5, 2004.
The rainfall infiltration and a failed drainage system behind the retaining wall resulted in high saturation of the clay and
finally led to an undrained failure. The short-term slope stability using total stress parameters was examined by the finite
element and limit equilibrium analyses. The factors of safety of the slope obtained by the finite element and limit equilibrium
analysis were 0.935 and 0.854, which are in agreement with the occurrence of failure. Since the slide took place through the
interface of the soil and rock, the exposure of rock has significant effect on the stability. 相似文献
9.
Kenya experienced extraordinarily heavy rainfall between May 1997 and February 1998 due to the El-Nino weather phenomenon.
This period of about 10 months heavy rainfall caused widespread landslides and floods which were experienced in various parts
of the country. Normally mid-December to late March is the driest and hottest season in Kenya. However, during this period,
the season turned out to be the wettest with one of the heaviest precipitation events recorded in the country in the past
several decades. Research investigations have revealed that the landslides were a result of four major factors. The factors
included, geology and soils of the landslide prone areas, high relief, steep slopes with poor anchorage for slope stability,
continuous heavy precipitation which resulted into oversaturation of rocks and soils. The effects of the El-Nino-triggered
landslides in Kenya were enormous. Although statistical data about landslide destruction are not presently quantified, human
and animal fatalities and plant destruction were enormous. Fertile farmlands, roads, railway lines, bridges, telephone and
power lines were relocated and destroyed. Soil erosion which increased from higher surface runoff and surface exposure filled
rivers with sediments. The sediments were transported to the hydro-electricity producing dams which eventually became clogged
and power generation stopped. The national economic loss to the country is estimated at about US $ 1 billion and will take
a long time to recover.
Received: 7 April 1998 · Accepted: 2 March 1999 相似文献
10.
边坡的变形破坏本质上有两方面的因素控制,(1)开挖或堆载引起斜坡内应力的重分布; (2)地表水渗入或地下水变动引起其抗剪强度的变化。大部分黄土路堑边坡位于地下水位以上,斜坡开挖以后,应力不再改变。 如果不是在人工灌溉区,其破坏大多可归结为降雨入渗引起的黄土抗剪强度的降低。对于非饱和黄土来讲,其孔隙水压力为负值,传统的Terzaghi有效应力原理不适用于Mohr-Coulomb抗剪强度公式,而Bishop的非饱和土有效应力公式中参数测定周期很长,技术还不是很成熟,目前在实际工程中应用还不现实。如何基于目前常规的测试方法,合理地确定边坡抗剪强度参数,是值得研究的问题。本文对局部发生滑坡的山西吉家塬黄土路堑51.6m高边坡,采用Bishop法反演边坡c、值; 取边坡上的黄土样,测了不同含水率试样的直接快剪强度参数。将试验结果与反演结果对比发现,含水量在接近土样塑限时的直接快剪试验结果与反演结果较为接近。塑限是土的一个状态界限指标,即固态到塑态含水量的界限值。土由固态进入塑态,土强度显著降低,此时最容易发生变形破坏,这符合土体稠度状态和强度变化的本质。因此建议在黄土边坡设计中,一般可取塑限含水量下的直接快剪强度指标作为边坡稳定性评价的指标。 相似文献
11.
Fully softened shear strength is an important empirical engineering concept for slope stability analyses of cuts in stiff clays and compacted embankments constructed of high-plasticity clays. This concept has been used to explain many first-time failures for which the back calculated shear strength is below the peak strength measured in the laboratory. A comprehensive review of case histories and laboratory studies related to fully softened shear strength was used to assess the application of this concept. The case history data were also used to provide guidelines on the soil types for which fully softened shear strength is appropriate, how and when this shear strength should be used in slope stability analysis, and how the fully softened failure envelope should be characterized. This paper contains specific guidelines on when and how the fully softened shear strength concept should be used in slope stability analyses. 相似文献
12.
Different models were developed for evaluating the probabilistic three-dimensional (3-D) stability analysis of earth slopes
and embankments under earthquake loading using both the safety factor and the displacement criteria of slope failure. In the
3-D analysis, the critical and total slope widths become two new and important parameters. The probabilistic models evaluate
the probability of failure under seismic loading and consider the different sources of uncertainties involved in the problem,
i.e. uncertainties stemming from the discrepancies between laboratory-measured and in situ values of shear strength parameters,
randomness of earthquake occurrence, and earthquake-induced acceleration. The models also take into consideration the spatial
variabilities and correlations of soil properties. The developed models are incorporated in a computer program, PTDDSSA (probabilistic
three-dimensional dynamic slope stability analysis). These developed analysis/design procedures are incorporated within a
code named SARETL (stability analysis and remediation of earthquake-triggered landslides) that was developed in this study
for stability analysis and remediation of earthquake-triggered landslides. In addition to the dynamic inertia forces; the
developed system takes into consideration the local site effects. The code is capable of: 1. Prediction of permanent deformations
that result from landslides under seismic loading using both probabilistic and deterministic approaches. 2. The assessment
of landslide hazard that affects major transportation routes in the event of earthquakes, and the preparation of earthquake-induced
landslide hazard maps (i.e. maps that show expected displacements and probability of slope/embankments failure) for different
earthquakes magnitudes and environmental conditions. 3. Proposing a mitigation strategy against landslides and suggesting
guidelines for remedial measures. The developed expert system is applied to a major highway case study. Design maps are developed
for the highway under seismic loading.
Received: 18 March 1999 · Accepted: 11 October 1999 相似文献
13.
Jin Liu Bin Shi Hongtao Jiang He Huang Gonghui Wang Toshitaka Kamai 《Engineering Geology》2011,117(1-2):114-120
The topsoil of clayey slope is easy to erosion because it is weak in its strength, water stability and erosion resistance. A new organic polymer soil stabilizer, which was developed for the stabilization treatment of clay slope topsoil and was named as STW, was introduced in this study. In order to understand the effect of STW on the stabilization of clayey soil, laboratory tests on the unconfined compressive strength, shear strength, water stability and erosion resistance of untreated and treated soil specimens are performed, The results indicated that STW soil stabilizer can significantly increased the unconfined compression strength, shear strength, water stability and erosion resistance of clayey soil. The unconfined compression strength increased with the increasing of curing time and the variation mainly occurs in the first 24-hour. With the addition amounts of STW increasing, the strength, water stability and erosion resistance increased at the curing time being 48 h, but in the case of friction angle, no major change was observed. Based on the scanning electron microscopy (SEM) analysis of the stabilized soil, the stabilization mechanisms of STW soil stabilizer in the clayey soil were discussed. Finally, a field test of the stabilization treatment of clay slope topsoil with STW was carried out, and the results indicated that the STW soil stabilizer on the stabilization treatment of clay slope topsoil is effective for improving the erosion resistance of slope topsoil, reducing the soil loss and protecting the vegetation growth. Therefore, this technique is worth popularizing for the topsoil protection of clay slope. 相似文献
14.
Selenomethionine (SeM) is an organic toxicant that is present in seleniferous environments. No kinetic data is yet available
regarding SeM reactions in coal mine environments, where selenium (Se) toxicity is a potential concern. A kinetic study was
conducted on two reclaimed coal mine soils (Typic Torriorthents) from Wyoming having sandy and clayey textures. Four levels
of SeM treatments (0, 50, 100 μM, and plant amendment from the mine vegetation) were reacted with the soils for 4, 7, 14,
28, 42, 56, and 84 days to characterize the kinetic behavior of overall SeM disappearance from soil solutions. Detection of
SeM in soil solutions at the control level (0 μM SeM) indicated occurrence of indigenous SeM in the soils. In the plant-amended
soil solutions, much greater concentrations of SeM were observed as compared with the soil-only systems. This indicated the
plant material was a more potential source of SeM than the mine soils. A time-dependent loss in solution SeM concentrations
was observed for both soils under 0, 50, 100 μM SeM treatments. For the soil-plant mixtures, the solution SeM concentration
increased initially, reached a maximum after 14 days, and then decreased thereafter. In the plant-amended soil solutions,
SeM concentrations at all time intervals were higher for the sandy as compared to the clayey soil. At 50 and 100 μM SeM treatments,
the solution pH was linearly related to the percentages of SeM disappeared from the solutions; greater percentage of SeM was
removed from solutions at comparatively lower pH levels, which was ≥90% at pH 7.7 for both soils. Solution SeM concentrations
decreased exponentially with time following first-order kinetic reactions. Under all applications (except for the control),
C
0 (SeM concentration at t=0) values for the sandy soil were greater than those determined for the clayey soil, indicating higher solution SeM availability
for the former and more SeM retention by the latter at t=0. Comparison of C
0 in controls (0 μM SeM addition) suggested greater indigenous SeM in the clayey soil. For both soils, C
0 values under different treatments followed the order, (soil+100 μM)>(soil+50 μM)>(soil+0 μM). The specific reaction rate
constants (K
r) of SeM for both soils were similar (0.031 and 0.029 day–1 for sandy and clayey soils, respectively); low K
r values indicated that SeM loss from our reclaimed coal mine soil solutions would follow rather slow kinetics. The half-life
(t
0.5) of SeM varied from 15 to 55 days depending on treatment level. The knowledge obtained from this study should contribute
in developing time-based Se reclamation strategies in coal mine environments.
Received: 18 September 1995 · Accepted: 28 December 1995 相似文献
15.
The empirical rainfall threshold concept and the physical-based model are two commonly used approaches for the assessment
of shallow landslides triggered by rainfall. To investigate in detail the rainfall-triggered shallow landslides, many physical-based
models coupling the infinite slope stability analysis with the rainfall infiltration modeling in variably saturated soil were
developed. However, in those physical-based shallow landslide models, the unit weight and the unsaturated shear strength were
assumed constant rather than depending on the degree of saturation. In this study, the effects of the unit weight and the
unsaturated shear strength as function of degree of saturation on rainfall-triggered shallow landslides are examined. Several
designed scenarios and a real case scenario are used to conduct the examinations. The results show that not only the occurrence
of shallow landslides but also the failure depth and the time to failure could be misassessed if the influences of degree
of saturation on the unit weight and the unsaturated shear strength are neglected. 相似文献
16.
腾冲地区分布的粘土质硅藻土是一种特殊性的岩土体,具有孔隙大、密度低、含水量高,富含膨胀性粘土矿物、结构性强等特点。近年来已发生一系列与粘土质硅藻土相关的滑坡等地质灾害,造成了较大损失。在粘土质硅藻土工程地质特性测试分析的基础上,对腾冲地区粘土质硅藻土滑坡的分布特征和形成机理进行了研究,认为粘土质硅藻土滑坡以中小型滑坡为主,受公路切坡、采矿、降雨等因素影响较大;公路边坡滑坡多发生在坡体的中部和后部,在牵引作用下部分滑坡可发生大范围滑动。粘土质硅藻土具有膨胀性和极强的结构性,其边坡稳定性较差。以新修建腾泸公路边坡滑坡为例,对S238省道冯家大山滑坡的形成机理进行了探讨,认为受粘土质硅藻土膨胀性、结构性等的影响,人类工程扰动、降雨等引起边坡表部土体出现强度分层、膨胀性增强和力学强度降低,从而导致原支护结构破坏;在此基础上,对冯家大山边坡进行了优化设计和数值模拟分析,提出了综合防治建议。 相似文献
17.
A classification system for the assessment of slope stability of terrains along highway routes in Jordan 总被引：2，自引：0，他引：2
The establishment of comprehensive development plans, in general, and the proper selection of highway routes, in particular,
require an assessment of landslides or instability hazards in the project sites. The frequent landslides that occurred along
the routes of major highways in Jordan, and particularly along the Amman-Na'ur-Dead Sea highway and Irbid-Jerash-Amman highway,
have substantially increased the cost of construction and caused a considerable delay in the completion of work. The study
of many landslides that occurred in the last 25 years along the highway routes and in the sites of some major civil engineering
projects in Jordan has led to the recognition of major factors that affect the stability of slopes, and thus the safety and
economics of these projects. The geological formation, structural features, topographic characteristics, geometry, and climatic
conditions were adopted as the basis for the classification of terrains in terms of their stability. Each factor has been
assigned a rating to indicate its relative contribution to the overall stability according to engineering judgment and past
experience. The areas have been classified into 5 groups according to their total stability rate. The simplicity, comprehensiveness,
and accuracy are the main characteristics of the proposed classification. Its significance stems from its helpfulness as a
guide to the geotechnical and highway engineers in assessing the overall stability of the alternative routes of proposed highway
projects.
Received: 3 December 1996 · Accepted: 29 April 1997 相似文献
18.
Cut Slopes in Clayey Soils: Consolidation and Overall Stability by Finite Element Method 总被引：1，自引：1，他引：0
José Leitão Borges 《Geotechnical and Geological Engineering》2008,26(5):479-491
When a cut slope in a saturated clay is undertaken, a transient water flow occurs and stress transferences from the water
to the soil skeleton take place in time (consolidation). Mainly in strongly overconsolidated clays, these stress transferences
may determine swelling of soil and therefore reduction of its shear strength in time. However, the lowering of the water level
associated to the cut increases effective mean stress, which may therefore counterbalance the above-mentioned effect. In the
paper, the behaviour of a cut slope in an overconsolidated clay is analysed by a finite element program that incorporates
the Biot consolidation theory (coupled analysis), with constitutive relations simulated by the p–q–θ critical state model. In addition, the variation in time of the overall stability is assessed with a computer program that
uses the finite element results and formulations of the critical state soil mechanics. In order to achieve a more complex
geotechnical interpretation of the problem, the analysis in time of the excess pore pressures, effective stresses, displacements
and stress levels is also presented. Finally, comparisons of stability results are analysed by changing some parameters, namely
the problem geometry (weight of excavated soil) and the over-consolidation ratio of the clay. 相似文献
19.
To verify numerical models used for the development of an early warning system for rainfall induced landslides, a back analysis of a roadway embankment adjacent to State Highway 1 in Silverdale, New Zealand has been undertaken. The embankment collapsed in June 2008 as a result of prolonged rainfall. The failure occurred in a cut slope through the landslide-prone Northland Allochthon formation. Using volumetric water content sensors and a rainfall gauge, recordings were made of the field response of the soil due to rainfall events during the 2010 winter. Saturated/unsaturated seepage analyses were undertaken using empirically obtained soil parameters to simulate the variation in the monitored volumetric water contents in conjunction with a slope stability analysis to determine the factor of safety of the slope. The rainfall record that caused the slope failure was then applied as an influx to this model to determine the factor of safety against slope failure. If modelled correctly, this factor of safety should reach a minimum at the same time the landslide occurred. If a good agreement between the models and the field observations is reached, the models can be used to create a cost-effective early warning system. 相似文献
20.
Probabilistic analyses provide rational means to treat the uncertainties associated with underlying parameters in a systematic
manner. The stability of a 734-m-high jointed rock slope in the west of Norway, the Oppstadhornet rock slope, is investigated
by using a probabilistic method. The first-order reliability method (FORM) is used for probabilistic modeling of the plane
failure problem in the rock slope. The Barton–Bandis (BB) shear strength criterion is used for the limit state equation. The
statistical distributions of the BB criterion parameters, for which comprehensive data were collected and statistically analyzed,
are determined by using distribution fitting algorithms. The sensitivity of the FORM model for the BB criterion is also investigated.
It is found that the model is most sensitive to the mean value of the residual friction angle (ϕ
r) and least sensitive to the mean value of the slope angle (β
f). It is also found that the standard deviation of joint compressive strength (JCS) causes the greatest difference in the
reliability index, which has the least sensitivity to the change in the mean and standard deviation of joint roughness coefficient
(JRC). 相似文献