Relevant bibliographies by topics / Slope modelling

Academic literature on the topic 'Slope modelling'

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Published: 4 June 2021
Last updated: 4 February 2022

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Journal articles on the topic "Slope modelling"

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Harabinová, Slávka, and Eva Panulinová. "Modelling of ensuring slope stability." MATEC Web of Conferences 313 (2020): 00030. http://dx.doi.org/10.1051/matecconf/202031300030.

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Analysis and assessment of the slopes stability are an important in geotechnical engineering for all the times. The first and foremost requirement for the modelling and design of slope is to guarantee their safety and reliability during their service life. In analysing the overall stability of the ground, of soil or rock, all relevant modes of failure shall be taken into account. When modelling a slope stability processes, it should be considered: soil layering, occurrence and inclination of discontinuities, seepage and pore-water pressure distribution, shortand long-term stability, type of failure (circular or non-circular surface; toppling; flow), using of numerical methods. The paper deals with the modelling of ensuring slope stability.
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ITOH, Kazuya, Sumine KUSAKABE, Takuma KOITABASHI, Yasuo TOYOSAWA, and Naoaki SUEMASA. "PHYSICAL MODELLING OF SLOPE FAILURE DURING SLOPE CUTTING WORK." Doboku Gakkai Ronbunshuu C 66, no. 2 (2010): 250–63. http://dx.doi.org/10.2208/jscejc.66.250.

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Frankovská, Jana, Miloslav Kopecký, Jakub Panuška, and Juraj Chalmovský. "Numerical Modelling of Slope Instability." Procedia Earth and Planetary Science 15 (2015): 309–14. http://dx.doi.org/10.1016/j.proeps.2015.08.076.

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Yang, Guoxiang, Anthony K. Leung, Nengxiong Xu, Kunxiang Zhang, and Kunpeng Gao. "Three-Dimensional Physical and Numerical Modelling of Fracturing and Deformation Behaviour of Mining-Induced Rock Slopes." Applied Sciences 9, no. 7 (March 31, 2019): 1360. http://dx.doi.org/10.3390/app9071360.

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Fracturing behaviour of jointed rock mass subjected to mining can significantly affect the stability of the rock structures and rock slopes. Ore mining within an open-pit final slope would lead to large-scale strata and surface movement of the rock slope. Rock mass structure, or more specifically, the strength, spacing and distribution of rock joints, are the controlling factors that govern the failure and deformation mechanisms of the final slope. Two-dimensional (2-D) physical modelling tests have been conducted in the literature, but in general, most of them have simplified the geological conditions and neglected some key features of rock mass structure in the field. In this study, new three-dimensional (3-D) physical modelling methods are introduced, with realistic modelling of mechanical behaviour of rock mass as well as identified properties of predominant rock joint sets. A case study of Yanqianshan iron mine is considered and the corresponding 1:200 model rock slope was created for studying the rock joint effects on the strata movement and the subsidence mechanism of the slope. The physical model test results are subsequently verified with 3-D discrete element numerical modelling. Due to the presence of the predominant joints, the observed well-shaped strata subsidence in Yanqianshan iron mine was successfully reproduced in the 3-D physical model. The failure mechanism of rock slopes differs from the trumpet-shaped subsidence observed in unconsolidated soil. Due to the formation of an arching mechanism within the rock mass, the strata deformation transferred gradually from the roof of the goaf to the slope surface.
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Fawaz, Ali. "Slope Stability Analysis Using Numerical Modelling." American Journal of Civil Engineering 2, no. 3 (2014): 60. http://dx.doi.org/10.11648/j.ajce.20140203.11.

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Skartveit, Arvid, and Jan Asle Olseth. "Modelling slope irradiance at high latitudes." Solar Energy 36, no. 4 (1986): 333–44. http://dx.doi.org/10.1016/0038-092x(86)90151-9.

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Ran, Qihua, Feng Wang, and Jihui Gao. "Modelling Effects of Rainfall Patterns on Runoff Generation and Soil Erosion Processes on Slopes." Water 11, no. 11 (October 25, 2019): 2221. http://dx.doi.org/10.3390/w11112221.

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Rainfall patterns and landform characteristics are controlling factors in runoff and soil erosion processes. At a hillslope scale, there is still a lack of understanding of how rainfall temporal patterns affect these processes, especially on slopes with a wide range of gradients and length scales. Using a physically-based distributed hydrological model (InHM), these processes under different rainfall temporal patterns were simulated to illustrate this issue. Five rainfall patterns (constant, increasing, decreasing, rising-falling and falling-rising) were applied to slopes, whose gradients range from 5° to 40° and projective slope lengths range from 25 m to 200 m. The rising-falling rainfall generally had the largest total runoff and soil erosion amount; while the constant rainfall had the lowest ones when the projective slope length was less than 100 m. The critical slope of total runoff was 15°, which was independent of rainfall pattern and slope length. However, the critical slope of soil erosion amount decreased from 35° to 25° with increasing projective slope length. The increasing rainfall had the highest peak discharge and erosion rate just at the end of the peak rainfall intensity. The peak value discharges and erosion rates of decreasing and rising-falling rainfalls were several minutes later than the peak rainfall intensity.
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Sonnenberg, R., M. F. Bransby, P. D. Hallett, A. G. Bengough, S. B. Mickovski, and M. C. R. Davies. "Centrifuge modelling of soil slopes reinforced with vegetation." Canadian Geotechnical Journal 47, no. 12 (December 2010): 1415–30. http://dx.doi.org/10.1139/t10-037.

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This paper reports a series of geotechnical centrifuge model tests conducted to investigate the mechanical reinforcement of slopes by vegetation. Some of the model slopes contained young willow trees, which were grown in controlled conditions to provide different root distributions and mechanical properties. Slopes were brought to failure in the centrifuge by increasing water pressures. The failure mechanisms were investigated photographically and using post-test excavation. By measuring the soil properties and pore pressures in each test when failure occurred, slope stability calculations could be performed for each slope failure. These back-calculations of stability suggest that only a small amount of reinforcement was provided by the root system even when it was grown for 290 days before testing. In contrast, the use of the measured root properties and a commonly used root reinforcement model suggests that significant reinforcement should have been provided by the roots. This disparity is probably due to either inappropriate assumptions made in the root reinforcement model or soil alteration produced by root growth. Such disparities may exist in the application of root reinforcement models to full-scale slopes and therefore require additional study. The modelling technique outlined in this paper is suitable for further investigation of root mechanical interactions with slopes.
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Wang, Shun, Gregor Idinger, and Wei Wu. "Centrifuge modelling of rainfall-induced slope failure in variably saturated soil." Acta Geotechnica 16, no. 9 (March 11, 2021): 2899–916. http://dx.doi.org/10.1007/s11440-021-01169-x.

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AbstractThis paper presents the results of centrifuge tests on rainfall-induced instabilities in variably saturated slopes. The roles of rainfall intensity and initial conditions, such as slope angle, porosity and degree of saturation of the soil, in the failure initiation and postfailure kinematics are considered. The failure patterns, infiltration profile and deformation at prefailure and postfailure stages are characterized. The results indicate that rainfall-induced slope failures usually follow one of the following two failure modes, i.e. slide-to-flow and flowslide failure modes. The former pattern is characterized by soil mass flow after initial failure along a continuous shear surface, while the latter is more relevant to the rapid increase in the saturation at the slope surface, resulting in surface erosion channels followed by the acceleration of the soil mass. The flowslide failure pattern usually gives rise to several superficial shear surfaces and longer run-out distances. The rainfall intensity and profiles of the degree of saturation play the key roles in initiating the slope failure at the prefailure stage and subsequently in mobilizing the soil mass at the postfailure stage. Our test data, together with the data from the literature, are presented in two threshold curves to define the critical condition of slope failure under rainfall infiltration.
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Hardy, Sarah M., Craig R. Smith, and Andreas M. Thurnherr. "Can the source–sink hypothesis explain macrofaunal abundance patterns in the abyss? A modelling test." Proceedings of the Royal Society B: Biological Sciences 282, no. 1808 (June 7, 2015): 20150193. http://dx.doi.org/10.1098/rspb.2015.0193.

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Low food availability is a major structuring force in deep-sea benthic communities, sustaining only very low densities of organisms in parts of the abyss. These low population densities may result in an Allee effect, whereby local reproductive success is inhibited, and populations are maintained by larval dispersal from bathyal slopes. This slope–abyss source–sink (SASS) hypothesis suggests that the abyssal seafloor constitutes a vast sink habitat with macrofaunal populations sustained only by an influx of larval ‘refugees' from source areas on continental slopes, where higher productivity sustains greater population densities. Abyssal macrofaunal population densities would thus be directly related to larval inputs from bathyal source populations. We evaluate three predictions derived from the SASS hypothesis: (i) slope-derived larvae can be passively transported to central abyssal regions within a single larval period, (ii) projected larval export from slopes to the abyss reproduces global patterns of macrofaunal abundance and (iii) macrofaunal abundance decreases with distance from the continental slope. We find that abyssal macrofaunal populations are unlikely to be sustained solely through influx of larvae from slope sources. Rather, local reproduction probably sustains macrofaunal populations in relatively high-productivity abyssal areas, which must also be considered as potential larval source areas for more food-poor abyssal regions.
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Dissertations / Theses on the topic "Slope modelling"

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Benko, Boris. "Numerical modelling of complex slope deformations." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1997. http://www.collectionscanada.ca/obj/s4/f2/dsk3/ftp04/nq24004.pdf.

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Stevens, I. G. "Modelling pollutant dispersion and slope currents." Thesis, University of East Anglia, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.372560.

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Tsaparas, Ilias. "Field measurement and numerical modelling of infiltration and matric suctions within slopes." Thesis, Durham University, 2002. http://etheses.dur.ac.uk/1715/.

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Armstrong, Robert Claude 1961. "Slope stability modelling at the Cyprus Bagdad Mine." Thesis, The University of Arizona, 1991. http://hdl.handle.net/10150/281472.

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The Bagdad Mine, an open pit mine located in northwestern Arizona, has experienced a slope failure related to a weak weathered tuff bed. The unit has been altered to a clay-like material in areas of the pit. Overburden pressures have caused the tuff to be squeezed out, and blocks of the overlying basalt unit have toppled forward. The failure has been remedied by reducing the pit slope to about 20°, but this solution is not desirable. Modelling of the slope is done using a general purpose finite element method program. The Drucker-Prager theory is used to model the tuff bed, while the other units are treated as being linearly elastic. Material properties for the three rock units are obtained from a variety of sources. Results suggest that loss of shear strength in the tuff, due to blasting-induced liquefaction, may be the cause of slope failure. Suggestions are made for remedial action.
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Larsson, Martin. "Road Slope Estimation." Thesis, Linköping University, Automatic Control, 2010. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-53884.

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Knowledge about the current road slope can improve several applications in a heavy-duty vehicle such as predictive cruise control and automated gearbox control. In this thesis the possibility of estimating the road slope based on signals from a vehicles air suspension system has been studied. More specifically, the measurement consists of a pressure signal measuring the axle load, and a vertical distance sensor.

A variety of suspension systems can be mounted on a Scania truck. During this thesis, two discrete-time models based on two different rear axle air suspension systems have been proposed. The models use the effect of alternating axle load during a change in the road slope and the estimates are computed using an extended Kalman filter.

The first model is based on a rear axle suspension known as the 2-bellow system. This type of suspension is strongly affected by the driveshaft torque, which results in a behaviour where the rear end is pushed upwards and thus decreasing the rear axle load during uphill driving. A model was developed in order to compensate for this behaviour. Unfortunately, the estimates showed less promising results and all attempts to determine the error was unsuccessful.

The latter model is based on the 4-bellow system. This suspension system is not affected by the driveshaft torque and a less complex model could be derived. The experimental results indicated that road slope estimation was possible and with a fairly accurate result. However, more work is needed since the estimate is affected by road surface irregularities and since the algorithm requires knowledge about the vehicles mass and the location of the centre of gravity.

All the presented results have been estimated based on real data from a test track at Scania Technical Centre in Södertälje.

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Arnold, Patrick. "Probabilistic modelling of unsaturated slope stability accounting for heterogeneity." Thesis, University of Manchester, 2017. https://www.research.manchester.ac.uk/portal/en/theses/probabilistic-modelling-of-unsaturated-slope-stability-accounting-for-heterogeneity(fb3d214c-8a42-4a2c-81c2-bda45e9ae7af).html.

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The performance and safety assessment of geo-structures is strongly affected by uncertainty; that is, both due a subjective lack of knowledge as well as objectively present and irreducible unknowns. Due to uncertainty in the non-linear variation of the matric suction induced effective stress as a function of the transient soil-atmosphere boundary conditions, the unsaturated state of the subsoil is generally not accounted for in a deterministic slope stability assessment. Probability theory, accounting for uncertainties quantitatively rather than using "cautious estimates" on loads and resistances, may aid to partly bridge the gap between unsaturated soil mechanics and engineering practice. This research investigates the effect of uncertainty in soil property values on the stability of unsaturated soil slopes. Two 2D Finite Element (FE) programs have been developed and implemented into a parallelised Reliability-Based Design (RBD) framework, which allows for the assessment of the failure probability, failure consequence and parameter sensitivity, rather than a deterministic factor of safety. Utilising the Random Finite Element Method (RFEM), within a Monte Carlo framework, multivariate cross-correlated random property fields have been mapped onto the FE mesh to assess the effect of isotropic and anisotropic moderate heterogeneity on the transient slope response, and thus performance. The framework has been applied to a generic slope subjected to different rainfall scenarios. The performance was found to be sensitive to the uncertainty in the effective shear strength parameters, as well as the parameters governing the unsaturated soil behaviour. The failure probability was found to increase most during prolonged rainfall events with a low precipitation rate. Nevertheless, accounting for the unsaturated state resulted in a higher slope reliability than when not considering suction effects. In a heterogeneous deposit failure is attracted to local zones of low shear strength, which, for an unsaturated soil, are a function of both the spatial variability of soil property values, as well as of the soil-water dynamics, leading to a significant increase in the failure probability near the end of the main rainfall event.
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Jones, Alun M. C. "Centrifuge modelling of soil nailing : an investigation of lifetime performance." Thesis, Cardiff University, 1999. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.248162.

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Franz, Juergen Mining Engineering Faculty of Engineering UNSW. "An investigation of combined failure mechanisms in large scale open pit slopes." Publisher:University of New South Wales. Mining Engineering, 2009. http://handle.unsw.edu.au/1959.4/43368.

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Failure mechanisms in large scale open pit slopes are more complex than could be considered through conventional slope design methods. Pit slope behaviour must be predicted accurately, because for very deep open pits, a small change of slope angle can have serious technical and economic consequences. Failure of hard rock slopes often involves both failure along naturally existing weakness planes and failure of intact rock. Without an advanced understanding of combined rock slope failure mechanisms, the validity of commonly applied methods of large scale slope analysis is questionable. The problem was investigated by means of a toolbox approach, in which a wide range of slope stability analysis methods were used and compared to address specific problems arising during slope design optimisation of the Cadia Hill Open Pit, NSW. In particular, numerical modelling is an advanced tool to obtain insight into potential failure mechanisms and to assist the slope design process. The distinct element method was employed to simulate complex rock slope failure, including fracture extension, progressive step-path failure and brittle failure propagation, which were previously often considered unimportant or too difficult to model. A new, failure-scale-dependent concept for the categorisation of slope failures with six categories ranging from 0 (stable) to 5 (overall slope failure) was suggested to assist risk-based slope design. Parametric slope modelling was conducted to determine the interrelationship between proposed categories and critical slope/discontinuity parameters. Initiation and progression of complex slope failure were simulated and described, which resulted in an advanced understanding of combined slope failure mechanisms and the important role of rock bridges in large scale slope stability. A graphical presentation of the suggested slope failure categories demonstrated their interrelationship to varied slope/discontinuity parameters. Although large scale slope analyses will always involve data-limited systems, this investigation shows that comprehensive, conceptual modelling of slope failure mechanisms can deliver a significantly improved insight into slope behaviour, so that associated slope failure risks can be judged with more confidence. The consideration of combined slope failure mechanisms in the analysis of large scale open pit slopes is essential if slope behaviour is to be realistically modelled.
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Wu, K. O. "The modelling of anisotropic jointed rock slopes by physical and numerical methods." Thesis, University of the West of Scotland, 1989. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.234764.

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In this study the stabili ty and stress distribution of anisotropic jointed rock slopes under external loading were examined. The influence of joint orientation and mechanical characteristics on the engineering behaviour of jointed rock slopes were included in the investigation. A total of four physical models were developed by using blocks of light-weight concrete and gypsum mortar to simulate intact rocks and joints respectively. The models were built within a confining frame such that plane strain conditions were maintained throughout the experiments. The stress-strain relationship and the strength of the model blocks were determined from laboratory tests. An empirical equation was established to represent the strength envelope of the model material and rocks in general. The normal and shear properties of the model rock JOints were examined, and were described by mathematical expressions in order to facilitate the numerical studies. Results from the physical modelling studies showed that localised failure regions were induced and three types of failure modes were identified. The stability and stress distribution wi thin the models were found to be significantly influenced by the properties and system of the jointing. Two computer programs were developed based on the Finite Element Method and Coupled Finite-Boundary Element Method in order to simulate the behaviour of jointed rock masses and assessments of their application were made in comparison with the physical modelling results. A special finite joint element was developed to incorporate the non-linearity and anisotropy behaviour of rock joints. The finite element program was successfully executed and gave reasonable results in which the principal stress distributions were generally in agreement with those obtained from the physical models. The finite-boundary element program on the other hand introduced boundary incompatibility in the system and therefore led to divergency.
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Rowland, James D. "Modelling solar irradiance on a slope under a leafless deciduous forest." Thesis, McGill University, 1989. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=59293.

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This thesis investigates variations in solar irradiance incident upon sloping surfaces under deciduous forest in winter. A model is presented for prediction of solar irradiance at the surface which accounts for slope inclination and orientation, surrounding topography, isotropic absorption of solar radiation by the crown space, and shadows cast by the stem space.
Field data from two sites of different slope and aspect attest to the validity of the model; errors, based on 20-minute averages of instantaneous values, are 15.5% (RMSE) and $-$1.9% (MBE). Error is partially due to reliance upon global radiation measurements above canopy at a different site (partially cloudy conditions) and sampling error (sunny sky conditions). The variability of solar irradiance at the surface, and in the error of predicted values, is found to vary with sky condition, solar zenith and incidence angles, and slope orientation. However, integration to hourly and/or daily time periods improves model performance significantly.
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Books on the topic "Slope modelling"

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Stevens, I. G. Modelling pollutant dispension and slope currents. Norwich: University of East Anglia, 1986.

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Benko, Boris. Numerical modelling of complex slope deformations. Ann Arbor, MI: UMI Dissertation Services, 2001.

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International Symposium on Computer and Physical Modelling in Geotechnical Engineering (1986 Bangkok). Computer and physical modelling in geotechnical engineering: Proceedings of the International Symposium on Computer and Physical Modelling in Geotechnical Engineering, Bangkok, 3-6 December 1986. Rotterdam: A.A. Balkema, 1989.

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López, Asunción Saldaña. Complexity of soils and soilscape patterns on the southern slopes of the Ayllon range, Central Spain: A GIS-assisted modelling approach. [Enschede, Netherlands: International Institute for Aerospace Survey and Earth Sciences], 1997.

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Read, John, and Peter Stacey. Guidelines for Open Pit Slope Design. CSIRO Publishing, 2009. http://dx.doi.org/10.1071/9780643101104.

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Guidelines for Open Pit Slope Design is a comprehensive account of the open pit slope design process. Created as an outcome of the Large Open Pit (LOP) project, an international research and technology transfer project on rock slope stability in open pit mines, this book provides an up-to-date compendium of knowledge of the slope design processes that should be followed and the tools that are available to aid slope design practitioners. This book links innovative mining geomechanics research into the strength of closely jointed rock masses with the most recent advances in numerical modelling, creating more effective ways for predicting rock slope stability and reliability in open pit mines. It sets out the key elements of slope design, the required levels of effort and the acceptance criteria that are needed to satisfy best practice with respect to pit slope investigation, design, implementation and performance monitoring. Guidelines for Open Pit Slope Design comprises 14 chapters that directly follow the life of mine sequence from project commencement through to closure. It includes: information on gathering all of the field data that is required to create a 3D model of the geotechnical conditions at a mine site; how data is collated and used to design the walls of the open pit; how the design is implemented; up-to-date procedures for wall control and performance assessment, including limits blasting, scaling, slope support and slope monitoring; and how formal risk management procedures can be applied to each stage of the process. This book will assist in meeting stakeholder requirements for pit slopes that are stable, in regards to safety, ore recovery and financial return, for the required life of the mine.
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Book chapters on the topic "Slope modelling"

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Gupta, Tushar, T. N. Singh, and Dhananjay Verma. "Dump Slope Stability." In Landslides: Theory, Practice and Modelling, 21–40. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-77377-3_2.

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Petley, D. J., and P. Taylor. "Modelling rapid shearing of cohesive soils along undulating shear surfaces." In Slope Stability Engineering, 745–50. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203739600-16.

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Bourdeau, Céline, Hans-Balder Havenith, Jean-Alain Fleurisson, and Gilles Grandjean. "Numerical Modelling of Seismic Slope Stability." In Engineering Geology for Infrastructure Planning in Europe, 671–84. Berlin, Heidelberg: Springer Berlin Heidelberg, 2004. http://dx.doi.org/10.1007/978-3-540-39918-6_74.

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Sharma, Mahesh, Manojit Samanta, and Shantanu Sarkar. "Soil Nailing: An Effective Slope Stabilization Technique." In Landslides: Theory, Practice and Modelling, 173–99. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-77377-3_9.

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Pandit, Koushik, Shantanu Sarkar, and Mahesh Sharma. "Optimization Techniques in Slope Stability Analysis Methods." In Landslides: Theory, Practice and Modelling, 227–64. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-77377-3_11.

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Ng, Charles W. W., Anthony K. Leung, and Junjun Ni. "Theoretical modelling of plant hydrological effects on matric suction and slope stability." In Plant–Soil Slope Interaction, 105–25. Boca Raton : Taylor & Francis, a CRC title, part of the Taylor & Francis imprint, a member of the Taylor & Francis Group, the academic division of T&F Informa, plc, [2019]: CRC Press, 2019. http://dx.doi.org/10.1201/9781351052382-5.

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Gance, J., S. Bernardie, G. Grandjean, and J. P. Malet. "Slope Mechanical Modelling: Contribution of Multi-Geophysical Imagery." In Engineering Geology for Society and Territory - Volume 2, 317–21. Cham: Springer International Publishing, 2015. http://dx.doi.org/10.1007/978-3-319-09057-3_48.

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Tiwari, Binod, and Adam Lewis. "Experimental Modelling of Seepage in a Sandy Slope." In Landslide Science for a Safer Geoenvironment, 109–15. Cham: Springer International Publishing, 2014. http://dx.doi.org/10.1007/978-3-319-05050-8_18.

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Punetha, Piyush, Manojit Samanta, and Shantanu Sarkar. "Bioengineering as an Effective and Ecofriendly Soil Slope Stabilization Method: A Review." In Landslides: Theory, Practice and Modelling, 201–24. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-319-77377-3_10.

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Cudmani, Roberto. "Modelling of Shaking-Induced Slope Displacements During Strong Earthquakes." In Desiderata Geotechnica, 25–31. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-14987-1_3.

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Conference papers on the topic "Slope modelling"

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Zhang, Zhaopeng, Jingshan Bo, and Feng Qiao. "The Influence of Slope Shape on Slope Seismic Stability." In 2018 2nd International Conference on Applied Mathematics, Modelling and Statistics Application (AMMSA 2018). Paris, France: Atlantis Press, 2018. http://dx.doi.org/10.2991/ammsa-18.2018.62.

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Weir, Felicia, and Mark Fowler. "Discrete fracture network modelling for hard rock slopes." In First Asia Pacific Slope Stability in Mining Conference. Australian Centre for Geomechanics, Perth, 2016. http://dx.doi.org/10.36487/acg_rep/1604_06_weir.

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Ribar, Eduard, and Justin Murin. "Road slope introduction in vehicle route modelling." In 28th International Conference 2016. Cybernetics & Informatics (K&I). IEEE, 2016. http://dx.doi.org/10.1109/cyberi.2016.7438635.

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Pipatpongsa, Thirapong, Mohammad Khosravi, Jiro Takemura, Cheowchan Leelasukseree, and Prajuab Doncommul. "Modelling concepts of passive arch action in undercut slopes." In First Asia Pacific Slope Stability in Mining Conference. Australian Centre for Geomechanics, Perth, 2016. http://dx.doi.org/10.36487/acg_rep/1604_33_pipatpongsa.

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Karimian, Hamid, Pete Barlow, Chris Blackwell, and Chris Campbell. "Finite Element Modelling of a Series of Ground Displacement Episodes and Stress Relief Procedures." In ASME-ARPEL 2019 International Pipeline Geotechnical Conference. American Society of Mechanical Engineers, 2019. http://dx.doi.org/10.1115/ipg2019-5339.

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Abstract The Wapiti River South Slope (the Slope) near Grand Prairie, Alberta, Canada, is 500 m long and consists of a steep lower slope and a shallower upper slope. Both the upper and the lower slopes are located within a landslide complex with ground movements of varying magnitudes and depths. The Alliance Pipeline (Alliance) NPS 42 Mainline (the pipeline) was installed in the winter of 2000 using conventional trenching techniques at an angle of approximately 8° to the slope fall line. Evidence of slope instability was observed in the slope since 2007. The surficial geology of the slope comprises a colluvium layer draped over bedrock formation in the lower slope, and glacial deposits in the upper slope. Available data indicated two different slide mechanisms. In the lower slope, there is a shallow translational slide within a colluvium layer, and in the upper slope there is a deep-seated translational slide within the glacial deposits. Both the upper and lower slope landslides have been confirmed to be active in the past decade. Gradual ground displacements in the order of several centimeters per year were observed in both the upper and lower slopes between 2007 and 2012. Large ground displacements in the order of several meters were observed between 2012 and 2014 in the lower slope that led to the first stress relief and subsequent slope mitigation measures in the spring and summer of 2014. Monitoring of the slope after mitigations indicated significant reduction in the rate of ground movement in the lower slope. Surveying of the pipeline before and after stress relief indicated an increase in lateral pipeline deformation in the direction of ground movement, following the stress relief. This observation raised questions regarding the effectiveness of partial stress relief to reduce stresses and strains associated with ground movements. Finite element analysis (FEA) was conducted in 2016 to aid in assessing the condition of the pipeline after being subject to ground displacements prior to 2014, stress relief in 2014, and subsequent ground displacement from July 2014 to December 2016. The results and findings of the FEA reasonably matched the observed pipeline behaviour before and after stress relief in the lower slope. The FEA results demonstrated that while the lateral displacement of the pipeline, originally caused by ground movement, increased following the removal of the soil loading during the stress relief, the maximum pipeline strain was reduced within the excavated portion. The FEA was also employed to assess the pipeline response to potential ground displacement scenarios following December 2016. For this assessment, three ground displacement scenarios that comprise different lengths of the pipeline were analyzed. An increased rate of ground displacement, with a pattern that matched one of the analyzed scenarios, was observed in the upper slope in the spring of 2017. The results of FEA were used to assess the pipeline response to the increased rate of displacement in the upper slope. Subsequently a decision was made to stress-relieve the pipeline. The second stress-relief was conducted in the summer of 2017. This stress relief was conducted locally at the toe and head of the active slide in the upper slope, where the FEA showed the greatest stress concentrations in the pipeline.
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6

Rees, Katrina, and Jo Graaf. "Structural geology modelling: a summary on data integrity and modelling methods." In 2013 International Symposium on Slope Stability in Open Pit Mining and Civil Engineering. Australian Centre for Geomechanics, Perth, 2013. http://dx.doi.org/10.36487/acg_rep/1308_18_rees.

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7

Duffell, C. G., D. M. Rudrum, and M. R. Willis. "Detection of Slope Instability Using 3D LiDAR Modelling." In GeoCongress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40803(187)35.

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8

"Pyrogenic vorticity from windward and lee slope fires." In 21st International Congress on Modelling and Simulation (MODSIM2015). Modelling and Simulation Society of Australia and New Zealand, 2015. http://dx.doi.org/10.36334/modsim.2015.a4.sharples.

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9

Tasevska, M., J. Josifovski, and J. Josifovski. "Small-scale physical modelling of slope failures in sands." In University for Business and Technology International Conference. Pristina, Kosovo: University for Business and Technology, 2018. http://dx.doi.org/10.33107/ubt-ic.2018.71.

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10

Sainsbury, David, Abouzar Vakili, David Lucas, and Bruce Hutchison. "Three-dimensional numerical modelling of potential structurally controlled failure mechanisms at the Kanmantoo open pit." In First Asia Pacific Slope Stability in Mining Conference. Australian Centre for Geomechanics, Perth, 2016. http://dx.doi.org/10.36487/acg_rep/1604_05_sainsbury.

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