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An improved limit equilibrium method for rock slope stability analysis under stress-based calculation mode for slip surface 认领 引用 被引量：2
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作者 DENG Dong-ping ZHANG Dian +1 位作者 PENG Yi-hang CHEN Hao-yu 《Journal of Central South University》 SCIE EI CAS CSCD 2025年第1期262-287,共26页
This study proposes an alternative calculation mode for stresses on the slip surface(SS).The calculation of the normal stress(NS)on the SS involves examining its composition and expanding its unknown using the Taylor ... This study proposes an alternative calculation mode for stresses on the slip surface(SS).The calculation of the normal stress(NS)on the SS involves examining its composition and expanding its unknown using the Taylor series.This expansion enables the reasonable construction of a function describing the NS on the SS.Additionally,by directly incorporating the nonlinear Generalized Hoke-Brown(GHB)strength criterion and utilizing the slope factor of safety(FOS)definition,a function of the shear stress on the SS is derived.This function considers the mutual feedback mechanism between the NS and strength parameters of the SS.The stress constraints conditions are then introduced at both ends of the SS based on the spatial stress relation of one point.Determining the slope FOS and stress solution for the SS involves considering the mechanical equilibrium conditions and the stress constraint conditions satisfied by the sliding body.The proposed approach successfully simulates the tension-shear stress zone near the slope top and provides an intuitive description of the concentration effect of compression-shear stress of the SS near the slope toe.Furthermore,compared to other methods,the present method demonstrates superior processing capabilities for the embedded nonlinear GHB strength criterion. 展开更多
关键词 stability of rock slope nonlinear GHB strength criterion limit equilibrium method stress function on slip surface stress constraint conditions at both ends of slip surface
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A Generalized Limit Equilibrium Method for the Solution of Active Earth Pressure on a Retaining Wall 认领 引用 被引量：11
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作者 OUYANG Chao-jun XU Qiang +2 位作者 HE Si-ming LUO Yu WU Yong 《Journal of Mountain Science》 SCIE CSCD 2013年第6期1018-1027,共10页
In this paper, a generalized limit equilibrium method of solving the active earth pressure problem behind a retaining wall is proposed.Differing from other limit equilibrium methods, an arbitrary slip surface shape wi... In this paper, a generalized limit equilibrium method of solving the active earth pressure problem behind a retaining wall is proposed.Differing from other limit equilibrium methods, an arbitrary slip surface shape without any assumptions of pre-defined shapes is needed in the current framework, which is verified to find the most probable failure slip surface. Based on the current computational framework, numerical comparisons with experiment, discrete element method and other methods are carried out. In addition, the influences of the inclination of the wall, the soil cohesion, the angle of the internal friction of the soil, the slope inclination of the backfill soil on the critical pressure coefficient of the soil, the point of application of the resultant earth pressure and the shape of the slip surface are also carefully investigated. The results demonstrate that limit equilibrium solution from predefined slip plane assumption, including Coulomb solution, is a special case of current computational framework. It is well illustrated that the current method is feasible to evaluate the characteristics of earth pressure problem. 展开更多
关键词 Limit equilibrium method Retainingwall Active earth pressure Critical slip surface
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Lateral Bearing Capacity of Modified Suction Caissons Determined by Using the Limit Equilibrium Method 认领 引用 被引量：8
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作者 LI Da-yong MA Shi-li +1 位作者 ZHANG Yu-kun CHEN Fu-quan 《China Ocean Engineering》 SCIE EI CSCD 2018年第4期461-466,共6页
The modified suction caisson(MSC) adds a short-skirted structure around the regular suction caissons to increase the lateral bearing capacity and limit the deflection. The MSC is suitable for acting as the offshore wi... The modified suction caisson(MSC) adds a short-skirted structure around the regular suction caissons to increase the lateral bearing capacity and limit the deflection. The MSC is suitable for acting as the offshore wind turbine foundation subjected to larger lateral loads compared with the imposed vertical loads. Determination of the lateral bearing capacity is a key issue for the MSC design. The formula estimating the lateral bearing capacity of the MSC was proposed in terms of the limit equilibrium method and was verified by the test results. Parametric studies on the lateral bearing capacity were also carried out. It was found that the lateral bearing capacity of the MSC increases with the increasing length and radius of the external skirt, and the lateral bearing capacity increases linearly with the increasing coefficient of subgrade reaction. The maximum lateral bearing capacity of the MSC is attained when the ratio of the radii of the internal compartment to the external skirt equals 0.82 and the ratio of the lengths of the external skirt to the internal compartment equals 0.48, provided that the steel usage of the MSC is kept constant. 展开更多
关键词 modified suction caissons(MSCs) lateral bearing capacity limit equilibrium method parametric studies
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Influence of joint spacing and rock characteristics on the toppling stability of cut rock slope through a simplified limit equilibrium method 认领 引用 被引量：3
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作者 ZHANG Xue-peng JIANG Yu-jing +6 位作者 DU Yan WANG Ke-peng CAI Yue WANG Xing-da SU Hang GOLSANAMI Naser LIU Bao-guo 《Journal of Central South University》 SCIE EI CAS CSCD 2024年第8期2694-2702,共9页
Toppling failure of rock mass/soil slope is an important geological and environmental problem.Clarifying its failure mechanism under different conditions has great significance in engineering.The toppling failure of a... Toppling failure of rock mass/soil slope is an important geological and environmental problem.Clarifying its failure mechanism under different conditions has great significance in engineering.The toppling failure of a cutting slope occurred in a hydropower station in Kyushu,Japan illustrates that the joint characteristic played a significant role in the occurrence of rock slope tipping failure.Thus,in order to consider the mechanical properties of jointed rock mass and the influence of geometric conditions,a simplified analytical approach based on the limit equilibrium method for modeling the flexural toppling of cut rock slopes is proposed to consider the influence of the mechanical properties and geometry condition of jointed rock mass.The theoretical solution is compared with the numerical solution taking Kyushu Hydropower Station in Japan as one case,and it is found that the theoretical solution obtained by the simplified analysis method is consistent with the numerical analytical solution,thus verifying the accuracy of the simplified method.Meanwhile,the Goodman-Bray approach conventionally used in engineering practice is improved according to the analytical results.The results show that the allowable slope angle may be obtained by the improved Goodman-Bray approach considering the joint spacing,the joint frictional angle and the tensile strength of rock mass together. 展开更多
关键词 slope stability flexural toppling rock slope simplified limit equilibrium method
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Comprehensive analysis of slope stability and determination of stable slopes in the Chador-Malu iron ore mine using numerical and limit equilibrium methods 认领 引用 被引量：18
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作者 ATAEI M BODAGHABADI S 《Journal of China University of Mining and Technology》 2008年第4期488-493,共6页
One of the critical aspects in mine design is slope stability analysis and the determination of stable slopes. In the Chador- Malu iron ore mine, one of the most important iron ore mines in central Iran, it was consid... One of the critical aspects in mine design is slope stability analysis and the determination of stable slopes. In the Chador- Malu iron ore mine, one of the most important iron ore mines in central Iran, it was considered vital to perform a comprehensive slope stability analysis. At first, we divided the existing rock hosting pit into six zones and a geotechnical map was prepared. Then, the value of MRMR （Mining Rock Mass Rating） was determined for each zone. Owing to the fact that the Chador-Malu iron ore mine is located in a highly tectonic area and the rock mass completely crushed, the Hoek-Brown failure criterion was found suitable to estimate geo-mechanical parameters. After that, the value of cohesion （c） and friction angle （tp） were calculated for different geotechnical zones and relative graphs and equations were derived as a function of slope height. The stability analyses using numerical and limit equilibrium methods showed that some instability problems might occur by increasing the slope height. Therefore, stable slopes for each geotechnical zone and prepared sections were calculated and presented as a function of slope height. 展开更多
关键词 slope stability limit equilibrium method numerical method rock mass classification
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Overhanging rock slope by design:An integrated approach using rock mass strength characterisation,large-scale numerical modelling and limit equilibrium methods 认领 引用 被引量：13
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作者 Paul Schlotfeldt Davide Elmo Brad Panton 《Journal of Rock Mechanics and Geotechnical Engineering》 SCIE CSCD 2018年第1期72-90,共19页
Overhanging rock slopes(steeper than 90°) are typically avoided in rock engineering design, particularly where the scale of the slope exceeds the scale of fracturing present in the rock mass. This paper highlight... Overhanging rock slopes(steeper than 90°) are typically avoided in rock engineering design, particularly where the scale of the slope exceeds the scale of fracturing present in the rock mass. This paper highlights an integrated approach of designing overhanging rock slopes where the relative dimensions of the slope exceed the scale of fracturing and the rock mass failure needs to be considered rather than kinematic release of individual blocks. The key to the method is a simplified limit equilibrium(LE) tool that was used for the support design and analysis of a multi-faceted overhanging rock slope. The overhanging slopes required complex geometries with constantly changing orientations. The overhanging rock varied in height from 30 m to 66 m. Geomechanical modelling combined with discrete fracture network(DFN)representation of the rock mass was used to validate the rock mass strength assumptions and the failure mechanism assumed in the LE model. The advantage of the simplified LE method is that buttress and support design iterations(along with sensitivity analysis of design parameters) can be completed for various cross-sections along the proposed overhanging rock sections in an efficient manner, compared to the more time-intensive, sophisticated methods that were used for the initial validation. The method described presents the development of this design tool and assumptions made for a specific overhanging rock slope design. Other locations will have different geological conditions that can control the potential behaviour of rock slopes, however, the approach presented can be applied as a general guiding design principle for overhanging rock cut slope. 展开更多
关键词 Rock slopes Discrete fracture network(DFN) Rock mass strength characterisation Numerical modelling Limit equilibrium(LE) methods
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Limit equilibrium models for tunnel face stability in mixed ground 认领 引用
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作者 LIU Xianwu HUANG Xianhuan +2 位作者 SONG Qilong SU Dong YANG Xiaoliang 《Journal of Mountain Science》 SCIE CSCD 2026年第5期1907-1920,共14页
The heterogeneous geological conditions of mixed ground in the Hualong Cross-River Passage Project in Guangdong Province,China,pose significant challenges to tunnel face stability during shield tunneling operations,le... The heterogeneous geological conditions of mixed ground in the Hualong Cross-River Passage Project in Guangdong Province,China,pose significant challenges to tunnel face stability during shield tunneling operations,leading to complex failure mechanisms that require systematic investigation.Currently,there is a lack of clear criteria for defining and distinguishing between US-LH(upper soft-lower hard)and UH-LS(upper hard-lower soft)strata,and the influence of these two types of strata on the failure mechanisms of the tunnel face remains unclear.This study quantitatively characterizes soft-over-hard ground distributions through the dimensionless strength ratio Q(qu/ql),where qu and ql represent the unconfined compressive strength of upper and lower strata respectively.The failure mechanism and limit support pressure of the tunnel face under varying strength ration Q were determined through numerical simulations.Two models were established based on the Q,namely the US-LH model(01).Comparative and parametric analyses were conducted to evaluate the rationality of the proposed model.Key findings reveal:(1)Differential failure zone evolution patterns,with US-LH conditions demonstrating progressive geometrical transformation from initial right-triangular to final trapezoidal configurations,while UH-LS ground maintain persistent right-triangular failure morphology;(2)Normalized pressureσp/γD displays consistent Q-dependent behavior across methodologies,characterized by three distinct phases:stability plateau(0<Q≤1/4),critical peak at Q=1,and subsequent decay to a constant level(Q≥4),with UH-LS ground requiring lower support pressures for maintaining tunnel face stability than US-LH counterparts;(3)Limit equilibrium analysis identifies 45°+φ/2 as the critical failure angle inducing maximum limit support pressure;(4)Parametric sensitivity analysis demonstrates Nc shows inverse proportionality with limit support pressure,while Nγand Nv exhibit strong positive correlations.A key contribution of this study lies in the introduction of an unconfined compressive strength ratio,enabling the prediction of the limit support pressure of the tunnel face under various conditions of soft-hard strata.This provides a theoretical basis for setting chamber pressure in practical engineering applications. 展开更多
关键词 Shield tunnel Mixed ground Upper soft-lower hard Upper hard-lower soft Face stability Limit equilibrium method
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Effects of spatial heterogeneity on pseudo-static stability of coal mine overburden dump slope,using random limit equilibrium and random finite element methods:A comparative study 认领 引用
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作者 Madhumita Mohanty Rajib Sarkar Sarat Kumar Das 《Earthquake Engineering and Engineering Vibration》 SCIE EI CSCD 2025年第1期83-99,共17页
Sudden and unforeseen seismic failures of coal mine overburden(OB)dump slopes interrupt mining operations,cause loss of lives and delay the production of coal.Consideration of the spatial heterogeneity of OB dump mate... Sudden and unforeseen seismic failures of coal mine overburden(OB)dump slopes interrupt mining operations,cause loss of lives and delay the production of coal.Consideration of the spatial heterogeneity of OB dump materials is imperative for an adequate evaluation of the seismic stability of OB dump slopes.In this study,pseudo-static seismic stability analyses are carried out for an OB dump slope by considering the material parameters obtained from an insitu field investigation.Spatial heterogeneity is simulated through use of the random finite element method(RFEM)and the random limit equilibrium method(RLEM)and a comparative study is presented.Combinations of horizontal and vertical spatial correlation lengths were considered for simulating isotropic and anisotropic random fields within the OB dump slope.Seismic performances of the slope have been reported through the probability of failure and reliability index.It was observed that the RLEM approach overestimates failure probability(Pf)by considering seismic stability with spatial heterogeneity.The Pfwas observed to increase with an increase in the coefficient of variation of friction angle of the dump materials.Further,it was inferred that the RLEM approach may not be adequately applicable for assessing the seismic stability of an OB dump slope for a horizontal seismic coefficient that is more than or equal to 0.1. 展开更多
关键词 coal mine overburden dump slope random limit equilibrium method random finite element method seismic slope stability spatial heterogeneity
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A Method Combining Numerical Analysis and Limit Equilibrium Theory to Determine Potential Slip Surfaces in Soil Slopes 认领 引用 被引量：6
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作者 XIAO Shiguo YAN Liping CHENG Zhiqiang 《Journal of Mountain Science》 SCIE CSCD 2011年第5期718-727,共10页
This paper describes a precise method combining numerical analysis and limit equilibrium theory to determine potential slip surfaces in soil slopes. In this method, the direction of the critical slip surface at any po... This paper describes a precise method combining numerical analysis and limit equilibrium theory to determine potential slip surfaces in soil slopes. In this method, the direction of the critical slip surface at any point in a slope is determined using the Coulomb’s strength principle and the extremum principle based on the ratio of the shear strength to the shear stress at that point. The ratio, which is considered as an analysis index, can be computed once the stress field of the soil slope is obtained. The critical slip direction at any point in the slope must be the tangential direction of a potential slip surface passing through the point. Therefore, starting from a point on the top of the slope surface or on the horizontal segment outside the slope toe, the increment with a small distance into the slope is used to choose another point and the corresponding slip direction at the point is computed. Connecting all the points used in the computation forms a potential slip surface exiting at the starting point. Then the factor of safety for any potential slip surface can be computed using limit equilibrium method like Spencer method. After factors of safety for all the potential slip surfaces are obtained, the minimum one is the factor of safety for the slope and the corresponding potential slip surface is the critical slip surface of the slope. The proposed method does not need to pre-assume the shape of potential slip surfaces. Thus it is suitable for any shape of slip surfaces. Moreover the method is very simple to be applied. Examples are presented in this paper to illustrate the feasibility of the proposed method programmed in ANSYS software by macro commands. 展开更多
关键词 Soil slope Stress field Potential slip surface Slope stability Factor of safety Numerical analysis Limit equilibrium method ANSYS software
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Probabilistic Analysis of Slope Using Finite Element Approach and Limit Equilibrium Approach around Amalpata Landslide of West Central, Nepal 认领 引用 被引量：1
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作者 Mahendra Acharya Khomendra Bhandari +2 位作者 Sandesh Dhakal Aasish Giri Prabin Kafle 《International Journal of Geosciences》 CAS 2024年第5期416-432,共17页
The stability study of the ongoing and recurring Amalpata landslide in Baglung in Nepal’s Gandaki Province is presented in this research. The impacted slope is around 200 meters high, with two terraces that have diff... The stability study of the ongoing and recurring Amalpata landslide in Baglung in Nepal’s Gandaki Province is presented in this research. The impacted slope is around 200 meters high, with two terraces that have different slope inclinations. The lower bench, located above the basement, consistently fails and sets others up for failure. The fluctuating water level of the slope, which travels down the slope masses, exacerbates the slide problem. The majority of these rocks are Amalpata landslide area experiences several structural disruptions. The area’s stability must be evaluated in order to prevent and control more harm from occurring to the nearby agricultural land and people living along the slope. The slopes’ failures increase the damages of house existing in nearby area and the erosion of the slope. Two modeling techniques the finite element approach and the limit equilibrium method were used to simulate the slope. The findings show that, in every case, the terrace above the basement is where the majority of the stress is concentrated, with a safety factor of near unity. Using probabilistic slope stability analysis, the failure probability was predicted to be between 98.90% and 100%. 展开更多
关键词 Finite Element Approach Limit Equilibrium Method Slope Factor of Safety
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LOWER BOUND LIMIT ANALYSIS OF THREE-DIMENSIONAL ELASTOPLASTIC STRUCTURES BY BOUNDARY ELEMENT METHOD 认领 引用 被引量：1
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作者 刘应华 张晓峰 岑章志 《Applied Mathematics and Mechanics(English Edition)》 SCIE EI 2003年第12期1466-1474,共9页
Based on the lower bound theorem of limit analysis, a solution procedure for limit analysis of three_dimensional elastoplastic structures was established using conventional boundary element method (BEM). The elastic s... Based on the lower bound theorem of limit analysis, a solution procedure for limit analysis of three_dimensional elastoplastic structures was established using conventional boundary element method (BEM). The elastic stress field for lower bound limit analysis was computed directly by three_dimensional boundary element method (3_D BEM). The self_equilibrium stress field was constructed by the linear combination of several self_equilibrium “basis vectors” which can be computed by elastic_plastic incremental iteration of 3_D BEM analysis. The lower bound limit analysis problem was finally reduced to a series of nonlinear programming sub_problems with relatively few optimal variables. The complex method was used to solve the nonlinear programming sub_problems. The numerical results show that the present solution procedure has good accuracy and high efficiency. 展开更多
关键词 BEM lower bound limit analysis self-equilibrium stress field nonlinear programming complex method
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Weathering-induced damage factor for deterministic stability assessment of andesitic rock slopes 认领 引用
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作者 Tümay KADAKCİKOCA Cem KINCAL Enes KALHAN 《Journal of Mountain Science》 SCIE CSCD 2026年第6期2813-2834,共22页
Weathering significantly degrades the mechanical properties of rock materials and discontinuities,thereby affecting slope stability.Nevertheless,its influence has not been quantitatively integrated into deterministic ... Weathering significantly degrades the mechanical properties of rock materials and discontinuities,thereby affecting slope stability.Nevertheless,its influence has not been quantitatively integrated into deterministic stability analyses of discontinuity-controlled failures.This study addresses this gap by introducing a weathering-induced damage factor defined using continuum damage mechanics based on the elastic modulus.Field investigations and laboratory tests were conducted on five slopes within four abandoned quarries in İzmir,Türkiye.Kinematic and limit equilibrium analyses were performed to identify failure modes and factor of safety(FoS)values.In-situ tilt tests were also carried out to assess shear strength variations under different weathering conditions.The results show that shear strength decreases with increasing weathering,and cooling joints generally exhibit lower friction angles than flow bands.While undulation angles vary with discontinuity type,they are not influenced by weathering.Discontinuity spacing also shows no significant variation.Regression analyses indicate that the damage factor can be reliably estimated from the friction angle of discontinuities and uniaxial compressive strength.Sensitivity analyses reveal that slope geometry is the most influential parameter across different quarries,whereas the damage factor becomes more significant within a single quarry.The proposed framework is validated using thirteen documented case studies,which demonstrate consistent relationships between the damage factor and FoS for varying weathering degrees.Rather than homogenizing mechanical parameters across a slope with heterogeneous weathering,this study offers a practical and scalable method to incorporate weathering-induced damage into the stability assessment of andesitic rock slopes,specifically for toppling and planar failures. 展开更多
关键词 Weathering damage factor Andesitic rock Slope stability Tilt test Limit equilibrium method Continuum damage mechanics
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露天煤矿内排土场边坡稳定性控制研究 认领 引用 被引量：3
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作者 蔡明祥 王识辉 +1 位作者 马文哲 胡亚涛 《中国煤炭》 北大核心 2026年第1期47-53,共7页
为经济有效地提高内排土场边坡稳定性,以某露天煤矿内排土场为研究对象,根据内排土场不同时期的发展形态,从2024年开始内排到2039年共选取12个剖面,基于刚体极限平衡法对内排土场边坡进行稳定性分析,推导出不同处理率条件下基底接触面... 为经济有效地提高内排土场边坡稳定性,以某露天煤矿内排土场为研究对象,根据内排土场不同时期的发展形态,从2024年开始内排到2039年共选取12个剖面,基于刚体极限平衡法对内排土场边坡进行稳定性分析,推导出不同处理率条件下基底接触面的等效抗剪力学参数公式,确定了最优的基底处理方案。研究结果表明,该矿内排土场边坡潜在的滑坡模式为以基底弱层为底界面、圆弧为侧界面的切层-顺层组合滑动或以基底弱层为底界面、圆弧为侧界面的切层-顺层-剪出滑动;内排土场计划剖面均不满足安全储备系数要求,内排土场2024年、2026年、2028—2039年弱层破坏处理100%,2025年和2027年弱层破坏处理分别为70%和60%,采取基底处理方案之后,内排土场边坡满足安全储备系数1.2的要求。 展开更多
关键词 露天煤矿 内排土场 边坡稳定性 刚体极限平衡法 基底处理
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桩间水平土拱作用下滑坡推力的分配机制及简化计算方法研究 认领 引用 被引量：1
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作者 成栋 朱彦鹏 +2 位作者 杨校辉 张兴旺 张育恺 《岩土力学》 EI CAS CSCD 北大核心 2026年第3期1041-1055,共15页
在滑坡治理工程中,离散的抗滑桩需依托桩间水平土拱形成连续抗滑面。为揭示桩间水平土拱作用下滑坡推力的分配机制并给出合理计算方法,利用有限元软件分析桩间水平土拱对滑坡推力的传递与分配特性,表明桩间水平土拱作用下仍有部分滑坡... 在滑坡治理工程中,离散的抗滑桩需依托桩间水平土拱形成连续抗滑面。为揭示桩间水平土拱作用下滑坡推力的分配机制并给出合理计算方法,利用有限元软件分析桩间水平土拱对滑坡推力的传递与分配特性,表明桩间水平土拱作用下仍有部分滑坡推力传递至拱前土体处,且当达到一定深度后,向两侧抗滑桩的荷载传递系数趋于稳定。根据Mohr-Coulomb强度准则确定土拱拱脚处破裂面位置,以向两侧抗滑桩荷载分配最优为原则确定土拱高跨比,进而基于极限平衡法给出了桩间水平土拱作用下滑坡推力向两侧抗滑桩的荷载传递系数简化计算方法,与数值模拟、模型试验结果对比验证其正确性。选取土体黏聚力、内摩擦角及桩间距进行参数分析。结果表明,当桩间距小于3倍桩径且滑体黏聚力与内摩擦角较大时,基本可以认为桩后滑坡推力全部作用于抗滑桩。研究成果可为抗滑桩滑坡推力的确定提供理论依据,有助于提高桩身内力、变形分析的准确性及工程设计的可靠性。 展开更多
关键词 滑坡推力 桩间水平土拱 极限平衡法 破裂面 高跨比
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均质非饱和黏土地层盾构隧道极限支护力计算方法 认领 引用 被引量：1
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作者 王道远 张高翔 +7 位作者 贺少辉 武薇 陈宇博 刘承宏 马济文 宋宝禄 袁金秀 刘勇 《交通运输工程学报》 EI CAS CSCD 北大核心 2026年第1期247-256,共10页
针对非饱和黏土地层盾构隧道极限支护力不易准确确定的难题,采用理论推导和工程算例分析相结合的方法系统研究了均质非饱和黏土地层盾构隧道开挖面支护力计算方法。考虑地层非垂直滑裂面形态、土体基质吸力作用、不完全土拱效应及主应... 针对非饱和黏土地层盾构隧道极限支护力不易准确确定的难题,采用理论推导和工程算例分析相结合的方法系统研究了均质非饱和黏土地层盾构隧道开挖面支护力计算方法。考虑地层非垂直滑裂面形态、土体基质吸力作用、不完全土拱效应及主应力偏转特性,构建了考虑多因素耦合的竖向土压力解析模型;基于极限平衡楔形体模型,进一步推演构建了开挖面支护力计算方法;结合工程算例探讨了关键参数对支护力的影响规律。研究结果表明:土拱效应引发土体竖向应力非线性演化,随埋深增加呈现先陡增后增速趋缓规律;隧顶土体竖向应力与滑裂面角度、饱和度正相关,与黏聚力、拱顶位移负相关;高饱和度条件下,推荐计算方法与规范计算结果具有高度一致性,且二者所得结果均明显高于太沙基理论预测值,偏差幅度最高可达50%;随饱和度降低,推荐解渐趋接近太沙基理论解,饱和度变化引发的松动土压力波动幅度可达30%;开挖面极限支护力受内摩擦角、黏聚力及饱和度多参数耦合影响,其中地层饱和度为关键控制因素,其差异可导致支护力变化幅度超50%。 展开更多
关键词 隧道工程 盾构隧道 极限平衡法 非饱和黏土 不完全土拱效应 开挖面极限支护力 楔形体模型
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考虑空间土拱效应的非饱和地层圆形基坑围护结构侧向土压力计算方法 认领 引用 被引量：1
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作者 徐杰 张振光 李海祥 《岩土力学》 EI CAS CSCD 北大核心 2026年第1期245-254,共10页
为合理描述非饱和地层圆形基坑围护结构侧向土压力沿深度的大小、分布、合力及作用点高度,基于非饱和土的吸应力理论与极限平衡法,首先推导了对吸应力均匀/线性分布都适用的围护结构后方土体滑动面倾角,然后组合竖向土拱和环向土拱的不... 为合理描述非饱和地层圆形基坑围护结构侧向土压力沿深度的大小、分布、合力及作用点高度,基于非饱和土的吸应力理论与极限平衡法,首先推导了对吸应力均匀/线性分布都适用的围护结构后方土体滑动面倾角,然后组合竖向土拱和环向土拱的不同作用,建立了空间土拱效应下非饱和地层圆形基坑围护结构侧向土压力的计算方法,并对比已有理论解答和模型试验数据进行验证、分析相关因素的影响规律。研究结果表明:计算方法不仅与文献理论解答、模型试验数据吻合良好,验证了其准确性和合理性,而且有效解决了非饱和地层、空间土拱效应、结构-土体接触参数等对圆形基坑侧向土压力的综合影响,有助于实现圆形基坑的设计与施工优化,具有一定的理论意义和良好的应用前景;基坑侧向土压力合力随着地表吸应力的绝对值、环向应力系数、外黏聚力的增加而明显减小,而合力作用点高度的变化却不大;线性吸应力下的基坑侧向土压力大于均布吸应力下的,但均布吸应力下的侧向土压力变化更显著。 展开更多
关键词 圆形基坑 侧向土压力 空间土拱效应 吸应力 极限平衡法
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A new double reduction method for slope stability analysis 认领 引用 被引量：31
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作者 白冰 袁维 李小春 《Journal of Central South University》 SCIE EI CAS 2014年第3期1158-1164,共7页
The core of strength reduction method(SRM) involves finding a critical strength curve that happens to make the slope globally fail and a definition of factor of safety(FOS). A new double reduction method, including a ... The core of strength reduction method(SRM) involves finding a critical strength curve that happens to make the slope globally fail and a definition of factor of safety(FOS). A new double reduction method, including a detailed calculation procedure and a definition of FOS for slope stability was developed based on the understanding of SRM. When constructing the new definition of FOS, efforts were made to make sure that it has concise physical meanings and fully reflects the shear strength of the slope. Two examples, slopes A and B with the slope angles of 63° and 34° respectively, were given to verify the method presented. It is found that, for these two slopes, the FOSs from original strength reduction method are respectively 1.5% and 38% higher than those from double reduction method. It is also found that the double reduction method predicts a deeper potential slide line and a larger slide mass. These results show that on one hand, the double reduction method is comparative to the traditional methods and is reasonable, and on the other hand, the original strength reduction method may overestimate the safety of a slope. The method presented is advised to be considered as an additional option in the practical slope stability evaluations although more useful experience is required. 展开更多
关键词 slope stability strength reduction method double strength reduction method factor of safety limit equilibrium method
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A new method for the stability analysis of geosynthetic-reinforced slopes 认领 引用 被引量：3
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作者 SONG Fei CHEN Ru-yi +1 位作者 MA Li-qiu CAO Geng-ren 《Journal of Mountain Science》 SCIE CSCD 2016年第11期2069-2078,共10页
This paper is concerned with the stability analysis of reinforced slopes.A new approach based on the limit equilibrium principle is proposed to evaluate the stability of the reinforced slopes.The effect of reinforceme... This paper is concerned with the stability analysis of reinforced slopes.A new approach based on the limit equilibrium principle is proposed to evaluate the stability of the reinforced slopes.The effect of reinforcement is modeled as an equivalent restoring force acting the bottom of the slice and added into the general limit equilibrium(GLE) method.The equations of force and moment equilibrium of the slice are derived and corresponding iterative solution methods are provided.The new method can satisfy both the force and the moment equilibrium and be applicable to the critical failure surface of arbitrary form.Furthermore,the results predicted by the proposed method are compared with the calculation examples of other researchers and the centrifuge model test results to validate its correctness and effectiveness. 展开更多
关键词 Reinforced slope Stability analysis Limit equilibrium General limit equilibrium method Centrifuge model test
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Seismic passive earth resistance using modified pseudo-dynamic method 认领 引用 被引量：2
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作者 Anindya Pain Deepankar Choudhury S. K. Bhattacharyya 《Earthquake Engineering and Engineering Vibration》 SCIE EI CSCD 2017年第2期263-274,共12页
In earthquake prone areas, understanding of the seismic passive earth resistance is very important for the design of different geotechnical earth retaining structures. In this study, the limit equilibrium method is us... In earthquake prone areas, understanding of the seismic passive earth resistance is very important for the design of different geotechnical earth retaining structures. In this study, the limit equilibrium method is used for estimation of critical seismic passive earth resistance for an inclined wall supporting horizontal cohesionless backfill. A composite failure surface is considered in the present analysis. Seismic forces are computed assuming the backfill soil as a viscoelastic material overlying a rigid stratum and the rigid stratum is subjected to a harmonic shaking. The present method satisfies the boundary conditions. The amplification of acceleration depends on the properties of the backfill soil and on the characteristics of the input motion. The acceleration distribution along the depth of the backfill is found to be nonlinear in nature. The present study shows that the horizontal and vertical acceleration distribution in the backfill soil is not always in-phase for the critical value of the seismic passive earth pressure coefficient. The effect of different parameters on the seismic passive earth pressure is studied in detail. A comparison of the present method with other theories is also presented, which shows the merits of the present study. 展开更多
关键词 retaining wall earthquake limit equilibrium method modified pseudo-dynamic method passive earthpressure composite failure mechanism
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某深凹露天矿西北部边坡稳定性分析 认领 引用 被引量：2
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作者 黄耀春 王德绳 +3 位作者 蔡亚吉 李永永 刘浩 李杨森 《黄金》 CAS 2026年第6期115-119,共5页
某金矿现阶段采用露天开采的方式进行生产,西北部已形成400 m的超高边坡。西北部主运输道路作为一条永久道路,对边坡安全提出较高要求,受纵向延伸开采的影响,现阶段需对边坡安全展开研究。针对实际揭露的边坡现状,在现场踏勘及相关室内... 某金矿现阶段采用露天开采的方式进行生产,西北部已形成400 m的超高边坡。西北部主运输道路作为一条永久道路,对边坡安全提出较高要求,受纵向延伸开采的影响,现阶段需对边坡安全展开研究。针对实际揭露的边坡现状,在现场踏勘及相关室内试验的基础上,获取了西北部边坡结构面、边坡面的产状及岩体力学参数,以赤平极射投影法和极限平衡分析法为研究手段,对边坡的稳定性进行分析。结果表明:赤平极射投影法分析节理与坡面可以形成楔形体,且潜在滑面较多,局部潜在破坏模式是楔形破坏;极限平衡法分析发现,随着纵向开采的持续,受自重+地下水+地震的影响,西北部边坡安全系数<1.0,边坡主运输道路接触断层位置易发生失稳破坏,对主运输道路造成一定影响,需持续关注该位置的安全稳定。研究结果可为矿山设计和生产提供理论依据。 展开更多
关键词 露天开采 运输道路 边坡稳定 图解法 赤平极射投影 极限平衡法
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