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Landslide is a major disaster resulting in considerable loss of human lives and property damages in hilly terrain in Hong Kong, China and many other countries. The factor of safety and the critical slip surface for slope stabilization are the main considerations for slope stability analysis in the past, while the detailed post-failure conditions of...
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... intermediate and final failure states of the model slope were illustrated in Fig. 6, and the results from the five trans- ducers were given in Fig. 7. From Fig. 6a and e, we could see that cracks developed firstly around the steel loading plate and extended towards each corner side of the slope crest with an angle of 45 • , which was basically in accordance with the classical theory. During the test, flags with ...
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... intermediate and final failure states of the model slope were illustrated in Fig. 6, and the results from the five trans- ducers were given in Fig. 7. From Fig. 6a and e, we could see that cracks developed firstly around the steel loading plate and extended towards each corner side of the slope crest with an angle of 45 • , which was basically in accordance with the classical theory. During the test, flags with different colors were used to locate the time of appearance and the loca- tion of ...
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... firstly around the steel loading plate and extended towards each corner side of the slope crest with an angle of 45 • , which was basically in accordance with the classical theory. During the test, flags with different colors were used to locate the time of appearance and the loca- tion of cracks during loading, which could also be seen in Fig. 6. From Fig. 6d, it was noticed that the failure surface was approximately a triangular zone at the top plus a log- spiral zone similar to the Prandtl mechanism for a bearing capacity problem with an inclined surface below the top tri- angular zone (Cheng and Au, 2005). The inclination of the failure surface to the horizontal direction ...
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... around the steel loading plate and extended towards each corner side of the slope crest with an angle of 45 • , which was basically in accordance with the classical theory. During the test, flags with different colors were used to locate the time of appearance and the loca- tion of cracks during loading, which could also be seen in Fig. 6. From Fig. 6d, it was noticed that the failure surface was approximately a triangular zone at the top plus a log- spiral zone similar to the Prandtl mechanism for a bearing capacity problem with an inclined surface below the top tri- angular zone (Cheng and Au, 2005). The inclination of the failure surface to the horizontal direction in Fig. 6d was ...
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... in Fig. 6. From Fig. 6d, it was noticed that the failure surface was approximately a triangular zone at the top plus a log- spiral zone similar to the Prandtl mechanism for a bearing capacity problem with an inclined surface below the top tri- angular zone (Cheng and Au, 2005). The inclination of the failure surface to the horizontal direction in Fig. 6d was also close to 74.3 • (45 • + ϕ/2), which was a good illustration of the general shear failure for the present test. The soil mass actually failed gradually instead of having a sudden failure in the loading process. As the steel plate kept going down, the inclined slope face was covered with vertical cracks and diagonal cracks that ...
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... + ϕ/2), which was a good illustration of the general shear failure for the present test. The soil mass actually failed gradually instead of having a sudden failure in the loading process. As the steel plate kept going down, the inclined slope face was covered with vertical cracks and diagonal cracks that were directed towards the steel plate (see Fig. 6e). The soil mass at the slope surface was drawn down layer by layer to the slope toe by the action of the loading steel plate, and this was the typical face failure phenomenon for cohesionless soil. After 4 h of loading, the sand at the middle top of the slope was highly compressed, and a cav- ity was formed underneath the steel plate, ...
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... for cohesionless soil. After 4 h of loading, the sand at the middle top of the slope was highly compressed, and a cav- ity was formed underneath the steel plate, which could be noticed after the removal of the steel plate, while the largest cracks were generated at the critical failure surface within the slope body for the global failure (Fig. 6d). The global soil mass was pushed down to the toe of the slope gradually, and the complete physical slope model collapsed eventually, which was shown in Fig. 6. An ultimate load of 35 kN had been attained at a displace- ment of about 6 mm as shown in Fig. 7. For the slope sur- face, the corresponding displacement at the maximum pres- ...
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... plate, which could be noticed after the removal of the steel plate, while the largest cracks were generated at the critical failure surface within the slope body for the global failure (Fig. 6d). The global soil mass was pushed down to the toe of the slope gradually, and the complete physical slope model collapsed eventually, which was shown in Fig. 6. An ultimate load of 35 kN had been attained at a displace- ment of about 6 mm as shown in Fig. 7. For the slope sur- face, the corresponding displacement at the maximum pres- sure was about 2 and 1 mm at the top and bottom of the slope, respectively, as shown in Fig. 7, which was much lower than the corresponding displacement at the ...
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... zones at the two ends of the plate were still not clearly formed. At the end of this constant load stage, the failure zones at the two ends became visually apparent. When the displacements were further increased, the applied load decreased further and the failure zone propagated to- wards the slope surface until the failure surface as shown in Fig. 6c and d is obtained, which is the typical global failure as considered in classical stability analysis. Finally, the residual load of the test was around 5 ...
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... this test, there were several interesting phenomena worth discussing. The failure profile and cracks first initiated beneath the footing as shown in Fig. 6e, which was a typ- ical bearing capacity failure with a triangular failure zone. This could also be observed from the upper part of the fail- ure profile as shown in Fig. 6c and d. As the load increased, the failure zone extended and propagated towards the toe of the slope and the final failure surface was shown in Fig. 6d. It was ...
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... this test, there were several interesting phenomena worth discussing. The failure profile and cracks first initiated beneath the footing as shown in Fig. 6e, which was a typ- ical bearing capacity failure with a triangular failure zone. This could also be observed from the upper part of the fail- ure profile as shown in Fig. 6c and d. As the load increased, the failure zone extended and propagated towards the toe of the slope and the final failure surface was shown in Fig. 6d. It was observed that the failure mechanism of the physical model test is a local triangular failure beneath the bearing plate, and the failure surface propagates towards the slope surface ...
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... the footing as shown in Fig. 6e, which was a typ- ical bearing capacity failure with a triangular failure zone. This could also be observed from the upper part of the fail- ure profile as shown in Fig. 6c and d. As the load increased, the failure zone extended and propagated towards the toe of the slope and the final failure surface was shown in Fig. 6d. It was observed that the failure mechanism of the physical model test is a local triangular failure beneath the bearing plate, and the failure surface propagates towards the slope surface with a curved surface similar to a log-spiral curve un- til a failure mechanism is formed. This type of problem could be considered a bearing ...
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... relations between the applied load and the displace- ment curves of the slope at different measuring points from laboratory and numerical results are illustrated in Fig. 16. For the right-hand side, three groups of curves of DEM results were generated from the measuring points of lower position, upper position of slope surface and middle crest, respectively. For the soils at the lower position of the slope surface, there is a rapid increase in the loading applied before the displace- ment has reached 10 ...
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... sur- face appears earlier than that at the crest; however, the maxi- mum final settlement of 40 mm is located at the slope's mid- dle crest, which is underneath the loading plate and devel- ops larger than the lower positions at the slope surface. In comparison with the laboratory test results in three groups of curves from the left-hand side of Fig. 16, also as shown in Fig. 7, the trends of the three curves are qualitatively similar, and the final failure loading of 35 kN from the laboratory test was also close to the value of 37 kN from the DEM analy- sis. DEM can hence give a relatively good qualitative assess- ment of the slope failure process up to the initiation of the ...
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Citations
... Thus, F I G U R E 8 Slump-earthflow at Gaddums Hill Road, which flowed downslope from north end of swimming pool towards 17 Darwin Road (landslide #16, Table 1 groundwater builds-up behind the retaining wall, increasing the weight of the soil mass, raising the water table and lateral earth pressure on the retaining wall (Elkink, 2016). Third, structures such as swimming pools placed on the edge of a slope act as a 'surcharge', adding vertical pressure to the slope (Li & Cheng, 2015). This surcharge load will result in additional horizontal pressure on a retaining wall, and is why appropriate construction 'setback distances' for swimming pools (e.g., 2.13 m; California Building Code, 2016) are applied diligently in jurisdictions in the USA (Olshansky, 1998). ...
Gisborne/Tairāwhiti is particularly susceptible to rainfall‐triggered landslides on account of (1) steep slopes, (2) young, soft geology, (3) landuse change effects. The interplay of these factors led to a particularly damaging rainfall‐induced landsliding event during 3–7 November 2021, following >200 mm of rainfall. This caused a Multiple Occurrence Regional Landslide Event, impacting residential properties and infrastructure in the city and rural areas. We report mainly on landslides in Gisborne city and suburbs, based on field reconnaissance and interferometric synthetic aperture radar monitoring of slopes. This highlights prevailing land instability prior to the more recent ex‐Tropical Cyclone Gabrielle (2023).
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The objective of this study is to provide an effective method for risk prediction and disaster control of earthquake-induced landslides. The Hongshiyan landslide induced by Ludian earthquake (Mw6.5) on August 3, 2014, in Ludian County, Yunnan Province, China, is studied. The sliding process and the mechanism of instability are investigated through numerical simulations using the particle flow codes (PFC). The characteristics of velocity and displacement and features of deposit are studied. It is found that the maximum average velocity of all particles of 23.43 m/s occurs at 7.11 s. The maximum displacement is closely related to elevation, and the sliding time of the rear edge of the sliding body is the longest. The numerical results of the landslide dam deposit morphology, with a height of 116.1 m and a length of 1001.1 m, are in good agreement with the field investigations. A series of numerical experiments on parameter sensitivity are also performed to study the influence of amplification factor and coefficient of friction on the features of the deposit.
... i.e. between soil and geogrid, (Lai et al., 2014, Wang et al., 2016, Stahl et al., 2013 or between soil and synthetic fibres (Sivakumar Babu et al., 2008, Tuấn, 2015, Diambra et al., 2013 etc,. Slope stability analysis: soil slope stability (Tang et al., 2009); rock flow (Banton et al., 2009); slope under loading (Gabrieli et al., 2009, Li & Cheng, 2015; formation and development of joints in rock slope (Camones et al., 2013), rock fall and interaction of rolling stone with protection grid (Thoeni et al., 2014); rock toppling , Agramonte et al., 2014, etc. Analysis of tunnel problems (Bym et al., 2013), earth pressure on tunnel (Jiang & Yin, 2012) and the development of fracture system around underground space due to gas pressure (Aoki et al., 2004). Foundation problems: shallow soil foundation under seismic loading (El Shamy & Zamani, 2012); effect of pile shape and interaction between driven pile and granular soil (Lobo-Guerrero & Vallejo, 2007), pulling capacity and horizontal bearing capacity of single pile ; mechanism of sand blanket on pile (Jenck et al., 2009), interaction and mechanism of granular soil below pile tip (Jiang et al., 2006); dynamic penetration test modeling (Tran et al., 2013); etc Problem of earth pressure on retaining wall (Widuliński et al., 2011, Oetomo et al., 2015, Chang & Chao, 1994, Nitka et al., 2015, Weng et al., 2014, mine shaft filling: pressure on walls and retaining structures (Tuấn, 2016, Bock & Prusek, 2015, Tuấn & Konietzky, 2015. ...
For highly jointed rock slopes which the stability is not kinematically controlled, the rock mass in the slope can be considered as a homogeneous continuum and a suitable failure criterion can be applied to analyze the stability. Conventionally, Mohr-Coulomb criterion is used and the parameters of rock mass must be imperially derived from rock mass classification or equivalently determined from Hoek-Brown criterion. This paper presents an assessment the application of nonlinear Hoek-Brown failure criterion in FLAC/Slope to predict the stability of highly jointed rock slope. Simultaneously, the results of numerical analysis using linear Mohr-Coulomb criterion were presented. The numerical studies show that using Mohr-Coulomb criterion with equivalent parameters may result in factor of safety different from using Hoek-Brown criterion. The reason is that equivalent Mohr-Coulomb’s parameters are determined according to stress condition which is usually specified based on the slope height. In fact, the stress condition should be determined based on slope geometry, i.e. height and slope angle. This paper presents some discussions on this issue.
... The ultimate bearing capacity for shallow foundations with simple geometry has been solved by many investigators. The methods of analysis can be classified into the following four categories: (1) the limit equilibrium method [50,36,37] ; (2) the method of characteristics [44,47,21,1,6,11] ; (3) the upper/lower-bound plastic limit analysis [45,46,75,16,38,39,40,48,22,26,27,28,51,30,31,29] ; and (4) numerical methods based on either the finite-element technique (FEM) or finite-difference method [20,33,17] . For the first three groups of methods, only the ultimate condition is considered, and a simple perfectly plastic soil model is commonly assumed. ...
... Two different loading patterns on the shallow foundation have been carried out in the numerical simulation: a prescribed velocity or a force on a horizontal footing, representing strain controlled test and stress controlled test respectively. Since there are no major difference in the results between the two loading patterns (similar to the results for the loaded slope by Li and Cheng [31] ), the loading pattern of the strain control/velocity control will be presented in the following sections. The uniform loading was simulated by applying a vertical velocity of 0.01mm/s on the footing. ...
p>In this paper, the classical bearing capacity problem and the logspiral transition zone are re-considered from a continuum plasticity approach as well as discrete element approach. In the discrete element approach, the bearing capacity problem is considered from the elastic stage, plastic stage to the final rupture stage. It is found that there are noticeable differences in the failure mechanism between the continuum and discontinuum analyses, and the well-known logspiral transition zone is also not apparent in both the discrete element approach, plasticity approach as well as the laboratory tests. With the increase in the friction angle of soil, the transition zone is becoming more like a wedge zone than a logspiral zone as found from the present study. </p
... The paper describes a numerical simulation designed to capture the failure of a sand pile at the natural angle of repose and estimate the force-displacement behaviour of the sand pile while loaded from the crest. Discrete element method (DEM) is a widely used simulation tool to model physical behaviour of granular materials (Cleary and Sawley 2002;Khanal et al. 2005Khanal et al. , 2007Khanal et al. , 2008bSchubert et al. 2005;Antonyuk et al. 2006Antonyuk et al. , 2010Morrison 2008, 2009;Tomas 2008, 2009;Arslan et al. 2009;Grima and Wypych 2010;Le Bouteiller and Naaim 2010;Markauskas and Kačianauskas 2010;Brosh et al. 2011;Khanal 2013;Müller et al. 2013;Khanal and Jayasundara 2014;Guo and Curtis 2015) including free flow of particles (Cleary and Sawley 2002;Morrison 2008, 2009;Khanal and Jayasundara 2014;Guo and Curtis 2015) and breakage of composite particles (Khanal et al. , 2007(Khanal et al. , 2008bSchubert et al. 2005;Antonyuk et al. 2006Antonyuk et al. , 2010Arslan et al. 2009;Khanal and Tomas 2009;Le Bouteiller and Naaim 2010;Li and Cheng 2015). Depending on applications, in 2D models circular and non circular and in 3D models spherical and non-spherical particles can be used to investigate granular behaviour of particulate systems. ...
Discrete element method (DEM) is a widely used simulation tool to model physical behaviour of granular materials. In this study 2D DEM simulation has been used to simulate the failure of a sand pile loaded at the crest. The model has been calibrated and validated using experimental force-displacement behaviour, angle of repose and particle velocity profile. The effects of numerical loading rates on simulation results have been investigated. The calibrated DEM model showed that the selection of loading rate is crucial in simulating particle assembly behaviour. In the quasi-static state a small change in loading rate does not change the force-displacement behaviour of the model. However, the system becomes unstable and force-displacement behaviour of the granular assembly diverges from the quasi-static state when the loading rate is higher than the quasi-static loading rate.
... i.e. between soil and geogrid, (Lai et al., 2014, Wang et al., 2016, Stahl et al., 2013 or between soil and synthetic fibres (Sivakumar Babu et al., 2008, Tuấn, 2015, Diambra et al., 2013 etc,. Slope stability analysis: soil slope stability (Tang et al., 2009); rock flow (Banton et al., 2009); slope under loading (Gabrieli et al., 2009, Li & Cheng, 2015; formation and development of joints in rock slope (Camones et al., 2013), rock fall and interaction of rolling stone with protection grid (Thoeni et al., 2014); rock toppling , Agramonte et al., 2014, etc. Analysis of tunnel problems (Bym et al., 2013), earth pressure on tunnel (Jiang & Yin, 2012) and the development of fracture system around underground space due to gas pressure (Aoki et al., 2004). Foundation problems: shallow soil foundation under seismic loading (El Shamy & Zamani, 2012); effect of pile shape and interaction between driven pile and granular soil (Lobo-Guerrero & Vallejo, 2007), pulling capacity and horizontal bearing capacity of single pile ; mechanism of sand blanket on pile (Jenck et al., 2009), interaction and mechanism of granular soil below pile tip (Jiang et al., 2006); dynamic penetration test modeling (Tran et al., 2013); etc Problem of earth pressure on retaining wall (Widuliński et al., 2011, Oetomo et al., 2015, Chang & Chao, 1994, Nitka et al., 2015, Weng et al., 2014, mine shaft filling: pressure on walls and retaining structures (Tuấn, 2016, Bock & Prusek, 2015, Tuấn & Konietzky, 2015. ...
This paper is a comprehensive review about Discrete Element Method (DEM) in geomechanics. The brief introduction into this numerical method is given. Advantages and disadvantages of the method are also discussed. A number of examples based on research work performed by the authors and their research group as well as other references are presented to illustrate the broad range of applications. The study shows the prospects of DEM in science but also for practical engineering in geotechnics.
... i.e. between soil and geogrid, (Lai et al., 2014, Wang et al., 2016, Stahl et al., 2013 or between soil and synthetic fibres (Sivakumar Babu et al., 2008, Tuấn, 2015, Diambra et al., 2013 etc,. Slope stability analysis: soil slope stability (Tang et al., 2009); rock flow (Banton et al., 2009); slope under loading (Gabrieli et al., 2009, Li & Cheng, 2015; formation and development of joints in rock slope (Camones et al., 2013), rock fall and interaction of rolling stone with protection grid (Thoeni et al., 2014); rock toppling , Agramonte et al., 2014, etc. Analysis of tunnel problems (Bym et al., 2013), earth pressure on tunnel (Jiang & Yin, 2012) and the development of fracture system around underground space due to gas pressure (Aoki et al., 2004). Foundation problems: shallow soil foundation under seismic loading (El Shamy & Zamani, 2012); effect of pile shape and interaction between driven pile and granular soil (Lobo-Guerrero & Vallejo, 2007), pulling capacity and horizontal bearing capacity of single pile ; mechanism of sand blanket on pile (Jenck et al., 2009), interaction and mechanism of granular soil below pile tip (Jiang et al., 2006); dynamic penetration test modeling (Tran et al., 2013); etc Problem of earth pressure on retaining wall (Widuliński et al., 2011, Oetomo et al., 2015, Chang & Chao, 1994, Nitka et al., 2015, Weng et al., 2014, mine shaft filling: pressure on walls and retaining structures (Tuấn, 2016, Bock & Prusek, 2015, Tuấn & Konietzky, 2015. ...
This paper is a comprehensive review about Discrete Element Method (DEM) in geomechanics. The brief introduction into this numerical method is given. Advantages and disadvantages of the method are also discussed. A number of examples based on research work performed by the authors and their research group as well as other references are presented to illustrate the broad range of applications. The study shows the prospects of DEM in science but also for practical engineering in geotechnics.
... The global stability and sliding stability of soil nail walls against ultimate limit states are also evaluated using reliability analysis based on Monte Carlo simulation technique [31]. Reinforced slope stability analysis is also done by using statistical methods, adaptive neuro fuzzy inference system (ANFIS) and distinct element analysis method (DEM) [32]. ...
This paper aims at the two most common methods used for slope stability analysis. An attempt has been made to bring out the differences in results of reinforced slope stability analysis obtained from SLOPE/W (limit equilibrium based) and PLAXIS 2D (finite element based). The analysis is carried out on two slope angles of 45° and 60°, which are reinforced with nails at three different inclinations of 0°, 15° and 30° respectively. Both the slope angles and all nail inclinations are taken from the horizontal. A comparative study on stability parameters such as factor of safety, critical slip surfaces and nail forces has been carried out. The limit equilibrium method is found to yield higher values of factor of safety in comparison to finite element method. The failure surfaces from both methods are found to vary significantly. Large nail forces are observed by limit equilibrium method for 45° slope with all nail inclinations, whereas for 60° slope angle, finite element method shows an increase in the nail forces. The effect of other parameters like bond length in limit equilibrium, soil–nail interaction and bending stiffness in finite element are also studied.
... In the past few decades, many fill slopes have been constructed to accommodate road alignment, facilities, and buildings in densely populated cities in China, such as Chongqing and Hong Kong (Li and Cheng, 2015). Some of them were loosely compacted or poorly reinforced. ...
... The slope failed when sufficient elements of soil yielded due to the combined effect of bearing capacity failure and toe sliding. Similar phenomena have been observed in the physical and numerical studies of Shiau et al. (2011), Li and Cheng (2015) and Pantelidis and Griffiths (2015). ...
Distributed strain monitoring of geotechnical structures has gained increasing attention in the past decade. The distributed fiber optic strain sensing (DFOSS) technology enables the measurement of strain distribution in soil slopes. This paper aims to investigate the feasibility of strain based slope stability evaluation for locally loaded slopes. The measurements of horizontal strains at different elevations in a two-dimensional (2D) model slope subjected to a vertical surcharge load were analyzed. Empirical relationships between different types of strain parameters and factors of safety calculated by the conventional method were established. To verify the above findings, a 2D finite element model of a homogeneous soil slope was built. By applying a gradually increasing local load on the numerical model, the strains in the soil mass and eventually slope failure were induced. The strain distributions of several virtual monitoring lines under different loading levels were captured and analyzed in detail. At the same time, the strength reduction method (SRM) was used to perform slope stability analysis. The results show that the strain distribution characteristics are closely related to the propagation of plastic zones and the formation of the critical slip surface. Taking into consideration the convenience of field instrumentation and monitoring sensitivity, the maximum strains at different elevations can be used as characteristic parameters for estimating the slope stability condition. Compared with conventional displacement based slope stability evaluation method, the proposed methodology is more efficient and sensitive, which makes full use of the benefits of the DFOSS technology.
... More critical slope failure problems are being faced the Chinese Government, and there are various types of slope research underway in Hong Kong, China and many other areas. The present work is part of the continuous research programme by the authors (Cheng et al., 2013b;Li and Cheng, 2015), which include the use of innovative slope stabilization methods, debris flow flume and large-scale tests, advanced theory and design practice useful for both researchers and engineers, for both natural and reinforced slopes. Slopes in front of bridge abutment are very common in many countries. ...
... It is a further development of the works based on some of the above researches by using a more reasonable three-dimensional radial shear failure zone through which other three-dimensional failure wedges are connected together with, and a solution can be obtained within very short time as the semi-analytical expressions are available. The present solutions have given good results when compared with some previous studies and a laboratory test shown in Fig. 6, also demonstrated by Li and Cheng (2015). The laboratory test has also revealed some interesting progressive failure phenomenon and deformation characteristic for this slope failure problem. ...
A semi-analytical solution for the three-dimensional
stability analysis of the ultimate uniform patched load on top of a slope is
developed by the limit analysis using kinematically admissible failure
mechanisms. The failure mechanism which is assumed in the analytical
solution is verified by three-dimensional strength reduction analyses and
laboratory model test. Furthermore, the proposed method and the results are
further compared with some published results for illustrating the
applicability of the proposed failure mechanism.
