bluuebunny/crossref_metadata_2025 huggingface dataset:
Assessment of Risks of Regional Shallow Slope Failures
Authors: Chen H.X.  , Zhang L.M.
Published: February 2025

Shallow slope failures are one of the most frequent geological hazards in mountainous areas, which pose great danger to people and properties in affected areas. This paper presents a cell-based platform for quantitative risk assessment for shallow slope failures at a regional scale. There are five components in this platform; namely, a digital terrain module, a spatial rainfall distribution module, a slope stability and reliability evaluation module, a movement prediction module, and a risk assessment module. The locations and volumes of the slope failures are estimated using the slope stability and reliability evaluation module. The movement prediction module is used to predict the potential movement traces of the detached material, which moves along the steepest path. The risks of the slope failures are finally assessed using the risk assessment module, which can be used as an indicator for early warning. The vulnerability of a person to slope failure is determined by the volume of slope failure and angle of reach. The platform is applied to a 164.5 km2hilly terrain in the Wenchuan earthquake zone to test its performance in quantitative risk assessment for regional shallow slope failures. The platform evaluates the risks of shallow slope failures at a regional scale efficiently.
Reliability Based Design of Dredge Sludge Depot for Mechanism Static Liquefaction
Authors: Mathijssen F.A.J.M.  , de Jager R.R.  , Hooiveld B.J.
Published: February 2025

Along the coastline and in particular in the deltaic estuaries of the Netherlands, the occurring of numerous flow slides have been recorded. Analysis of these historical instabilities has resulted in empirical guidelines for verification of occurring of flow slides.
Uncertainty Evaluation in Slope Failure using Centrifuge Model Tests
Authors: Shuku Takayuki  , Nishimura Shin-ichi  , Yoshida Ikumasa
Published: February 2025

Strong nonlinear behavior such as slope failure involves large uncertainties. Even if we conduct model tests on slope failure under the same test conditions, we cannot reproduce the same results although the linear behavior can be reproduced with relative ease. This kind of uncertainties is well known as “aleatory uncertainty” and they should be distinguished clearly from the epistemic uncertainty in reliability-based design. However, characteristics of aleatory uncertainty have not been studied very well so far. This study quantitatively investigates the aleatory uncertainties involved in failure behavior of slopes thorough centrifuge model tests. The centrifuge model tests were conducted under the same test conditions twenty times to quantitatively investigate the variability of slip lines.
Calibration of Partial Factors for Basal Reinforced Piled Embankments
Authors: Van Duijnen P.G.  , Schweckendiek T.  , Calle E.O.F.  , Van Eekelen S.J.M.
Published: February 2025

In the Netherlands, the design guideline for basal reinforced piled embankments has been revised (CUR226:2015) adopting a new analytical design model (The Concentric Arches (CA) model, Van Eekelen et al., 2013; 2015). The CA model provides geosynthetic reinforcement (GR) strains which were compared with laboratory and in situ measurements (Van Eekelen et al., 2015). The corresponding discrepancies between the measured values and the values calculated with the new model have been assessed statistically in order to obtain model error statistics as suggested in Eurocode: basis of design (NEN, 2011). Monte Carlo (MC) simulations were carried out to obtain model, material and load factors using several reference cases, in order to calibrate the semi-probabilistic design approach for the revised Dutch Design guideline for Piled Embankments (CUR226, 2015). This paper discusses both the assessment of the model error as well as the calibration of the partial factors, including the lessons learnt.
Bearing Capacity of Working Platforms Using Distinct Layout Opitimization Method
Authors: Bałachowski Lech  , Białek Katarzyna
Published: February 2025

Bearing capacity of the working platforms from sandy soil resting on NCOC clays was analyzed using LimitState GEO program. Different failure modes are considered using distinct layout optimization (DLO) method, which forms the upper bound solution of limit state analysis. Different mechanisms of failure were observed as a function of the platform thickness, angle of internal friction of the platform material and undrained shear strength of the subgrade. The distribution of undrained shear strength with depth was also taken into consideration. The typical failure modes were presented. The calculated bearing capacity was compared to analytical solutions and recommendations of BRE. Special attention was paid to the platform resting on soft clay with undrained shear strength lower than 20 kPa, as this case is not covered by these recommendations. The solution obtained with DLO method was compared to bearing capacity calculation using Plaxis and φ, c reduction method. Additionally some analysis were performed for a real platform of sandy soil on the soft organic clay. Here, the strength and deformation parameters of the platform material and the subgrade were determined with dilatometer test (DMT). This kind of approach permits to determine both strength and deformation parameters of the platform material and soft subgrade in one test.
A Proposal for Some Modifications of EN 1997-1 Design Approaches
Authors: Länsivaara Tim  , Knuuti Mika
Published: February 2025

All Eurocodes are currently under a critical review, while the work for a second generation of codes are about to start in 2015. For the geotechnical design EN 1997-1 is facing high demands for harmonization and simplification of the present code. The paper presents some proposals for improving the code regarding ULS design. The goal is to make the code better in accounting for uncertainties involved in the design and possible consequences of an ultimate limit state. When applying a material factor approach (MFA), the partial safety factors are suggested to depend on both the uncertainty of the material and the consequence of failure. Such an approach is well suited for slope stability analysis. However, the authors suggest that also the uncertainties involved with loads should be placed on the material factors. For retaining wall design and load factor approach (LFA) is suggested in addition to MFA similar to present Design Approach (DA) 1 in the Eurocode. This approach gave the most consistent design for all cases in a comprehensive study preformed. Some modifications are though suggested also for DA1 to make the design simpler and even more consistent.
Presenting Uncertainty Clearly: Challenges In Communicating Geotechnical Risk
Authors: Sartain Nick  , Mian Juliet  , Free Matthew
Published: February 2025

This paper provides recommended guidelines for communicating geotechnical risk. Geotechnical engineering in practice is the management of ground-related risks, and geotechnical engineers are good at this. However, they are often less good at communicating these risks to stakeholders who may hold very different perceptions of them. A review of selected good practice in risk communications from other industries is presented along with lessons that are considered to be applicable to communication of geotechnical risk. The authors draw on their extensive experience in communicating geotechnical risk, ranging from public consultation events for controversial ground engineering projects to working with clients with diverse risk tolerance and risk understanding. Clear and communicable answers to challenges about how risks have been considered are essential in such cases.
The Effect of Morphometry, Land-Use and Lithology on Landslides Susceptibility: An Exploratory Analysis
Authors: Coco Laura  , Buccolini Marcello
Published: February 2025

GIS features provide simple and useful tools for landslides susceptibility and hazard studies, allowing the identification and the quantification of predisposing factors, and their relative importance. In lithologically homogeneous areas, the most influent factor of landslides is slope morphometry, in particular inclination, height and form. Moreover, within a hydrographic basin, landslides are coupled with drainage network. In fact landslides density and drainage density are positively correlated. Furthermore, human activity strongly influences the development of landslides. In our previous works, we introduced MSI (Morphometric Slope Index) as general index for slope morphometry, combining the main linear and areal morphometric features (area, form, length, inclination, width). Its formula is: MSI=A3D/A2D·L·Rc(where A3Dis the three-dimensional area of the slope, A2Dis its plan area, L is the slope length and Rcis the circularity ratio). We tested MSI as driver of different erosion landforms, demonstrating its influence in determining, on the one hand, the development and the final arrangement of calanchi drainage network (the typical Italian badlands), and, on the other hand, the erosion processes within them, mainly gullies and landslides.
Reliability Assessment of Digital Terrain Models drawn from Digital Photogrammetry
Authors: Colantonio Fabio  , Rainone Mario Luigi  , Orsini Loris Emanuel
Published: February 2025

The modern techniques of Digital Photogrammetry are based on the Multiview Stereo Vision (MVS) to reconstruct Digital Terrain Models (DTMs) from digital photos taken by commercial digital cameras. In this study, the photos are automatically combined through two open source codes, VisualSfM and CMP-MVS. In this paper, the DTM of the Civitaluparella (CH) quarry wall is reconstruct by means of the Digital Photogrammetry. This latter is compared with the reference DTM reconstructed by the Laser Scanner device (in this application the Long-Range Topcon GLS-1500 laser scanner has been used). In the case studied, the DTM drawn by the Digital Photogrammetry shows spatial errors about ±0.1m along y and z directions and ±0.2m along x direction. Hence, these outcomes confirm the reliability of the Digital Photogrammetry codes that are a fast and very cheap tool for drawing accurate Digital Terrain Models. These DTMs can be used for generating Digital Elevation Models (DEMs) for engineering geological applications such as slope stability analyses.
The Effect of Morphometry, Land-use and Lithology on Landslides Susceptibility: An Exploratory Analysis
Authors: Coco Laura  , Buccolini Marcello
Published: February 2025

GIS features provide simple and useful tools for landslides susceptibility and hazard studies, allowing the identification and the quantification of predisposing factors, and their relative importance. In lithologically homogeneous areas, the most influent factor of landslides is slope morphometry, in particular inclination, height and form. Moreover, within a hydrographic basin, landslides are coupled with drainage network. In fact landslides density and drainage density are positively correlated. Furthermore, human activity strongly influences the development of landslides. In our previous works, we introduced MSI (Morphometric Slope Index) as general index for slope morphometry, combining the main linear and areal morphometric features (area, form, length, inclination, width). Its formula is: MSI=A3D/A2D·L·Rc(where A3Dis the three-dimensional area of the slope, A2Dis its plan area, L is the slope length and Rcis the circularity ratio). We tested MSI as driver of different erosion landforms, demonstrating its influence in determining, on the one hand, the development and the final arrangement of calanchi drainage network (the typical Italian badlands), and, on the other hand, the erosion processes within them, mainly gullies and landslides.
Effect of Laboratory Repeatability of Direct Shear Test on Slope Stability
Authors: Di Matteo Lucio  , Valigi Daniela  , Ricco Remo  , Romeo Saverio
Published: February 2025

The present work quantified the laboratory geotechnical variability by repeatability direct shear test (DS) on alluvial fine-grained soils. The effect of laboratory variability of geotechnical parameters (cohesion c' and friction angle ϕ′) on slope stability was investigated. A mixture of compacted fine sand (40%) and clayey silt (60%) taken from a quarry fines stockpile was used: these soils are commonly used to backfill exhausted quarries located in the River Paglia alluvial plain (Central Italy). As knew in the literature, the dry density achieved by a given degree of compaction controls the shear strength parameters affecting the performance of compacted soil. Four direct shear tests were conducted following the ASTM D 3080-72 procedure on samples having a dry density of about 16.5 kN/m3, corresponding to 95 % of maximum dry density. Combining four DS tests yielded 256 pairs of shear strength parameters in terms of effective stresses, ϕ′ and c' parameters show normal distribution with ϕ′=27.0±0.8° and c′=19.22±4.08 kPa, for the stress range 100÷250 kPa. In most of the 256 combinations, the friction angle decreased as the cohesion increased. It is generally accepted that the strength parameters (c' and ϕ′) have a negative correlation, although it is appreciated this is not always the case and different cohesion values can be obtained for the same friction angle (i.e., for the same slope of Coulomb failure envelope). The effect of the uncontrolled experimental variability of shear strength parameters on the long-term stability of a single homogeneous slope whose geometry can vary was investigated. Analyzing the factor of safety obtained using all the 256 combinations of shear strength parameters, the probability of having safety factors lower than 1.30 for the different slope heights was calculated. Such analyses demonstrate not only that direct shear testing is reliable, but also that the stability of a slope can be assessed with greater accuracy.
Modeling Morpho-Structural Settings Exploiting Bedding Data Obtained Through the Interpretation of Stereoscopic Aerial Photographs
Authors: Marchesini Ivan  , Santangelo Michele  , Guzzetti Fausto  , Cardinali Mauro  , Bucci Francesco
Published: February 2025

Landslide abundance is controlled by multiple factors, including the presence and attitude of beddings, foliation, faults, joints and cleavage systems. Few attempts were made to exploit bedding attitude (BA) data (or data on similar types of rock discontinuities) in statistical or physically based models for regional slope stability analysis. A reason for the lack of applications lays in the complexity of the bedding data, and in the difficulty in the treatment and modelling of circular information. Typically, BA data are collected as point data through field surveys, and suffer from heterogeneity in their spatial distribution. The latter problem is particularly important due to the limited possibility to collect BA data in areas of difficult access. An additional problem lays in the spatial interpolation of the BA data, which are directional data that cannot be interpolated using standard approaches. We build on previous work where we proposed an approach to obtain BA data from bedding traces (BT) i.e., linear signatures of layered rocks on the topographic surface, obtained through the visual interpretation of aerial photographs, and to interpolate the BA data to construct maps showing the geometrical relationship between BA data and slope geometry i.e., maps showing cataclinal, orthoclinal, and anaclinal slopes. In this work, we consider the uncertainties in the definition of the BAs that are used in the production of morpho-structural domain maps, and we investigate the relationships between the morpho-structural domains and landslide abundance in a study area in Umbria, Italy.
Underpinning the Observational Method through Process Modelling and Procurement
Authors: Le Masurier Jason
Published: February 2025

Geotechnical engineering designs are often predefined before construction commences, in an attempt to eliminate uncertainty. Such predefined design can lead to poor value, either due to waste of resources from over design, when opportunities are missed for optimising the design during construction, or due to the delay and additional cost of dealing with unforeseen ground conditions. The Observational Method (OM) provides an alternative design approach, to proactively manage the uncertainty associated with ground conditions, using a flexible design that is able to be adapted to suit the actual conditions found during construction. Feedback from observations and monitoring allows the designer to maximise the opportunities and minimise the risks. Case studies of applications of this approach are presented to demonstrate the significant benefits that have been derived from managing geotechnical uncertainty in this way. The OM relies on the integration of construction processes and teams, best achieved through a collaborative style of management, rather than under the types of relationship formed under traditional fragmented procurement processes. A synopsis is given of the influence of procurement options on the implementation of the OM. A danger with collaborative approaches to project delivery is that responsibilities are not clearly defined. An example where failure in the management of the process led to a tunnel collapsing during construction is used to illustrate the importance of designing the process and clearly defining responsibilities in a project team that chooses to use an OM design. A process modelling methodology is described which facilitates the definition and mutual understanding of processes and responsibilities in a project team, thus ensuring robustness in the OM process. A further practical example is given of an application of this methodology within a project team using the OM for a deep basement construction.
Ground Volume Loss Prediction and Rail Settlement Control Method for Tunneling Subway Underneath Wu-Guang High-Speed Railway
Authors: Zhao Yi  , Qi Taiyue
Published: February 2025

The method proposed in this paper may provide a new effective approach to predict and control railway settlement as well as the ground volume loss due to the metro line excavation. This paper expands/explains further the relationship of surface settlement and ground volume loss based on the theory based on the work of Peck and Mair. The superposition principal is used when calculating the surface settlement caused by twin tunnel construction. The Guangzhou metro line-9 tunneling beneath Wu-Guang high-speed railway project is analyzed based on FLAC 3D numerical modeling. The results indicate that the surface maximum settlement induced by tunneling without ground modification agrees well with Mair's theory. Three ground modification methods are examined for the twin tunnel construction and our results indicate that ground modification methods will significantly decrease the railway maximum settlement as well as ground volume loss. To ensure the safety operation of the Wu-Guang high-speed railway during and after the construction of Guangzhou metro line-9, ground modification III can limit the rail settlement within the requirement, thus is recommended.
Estimativa de Parâmetros de Modelo Hiperbólico Tensão-Deformação para um Solo Tropical
Authors: de Miranda Neto Manoel Isidro  , Mahler Claudio Fernando
Published: February 2025

O modelo hiperbólico elástico não linear é largamente empregado em análises para previsão do comportamento de solos e também para validar dados experimentais encontrados em ensaios. O presente artigo resultou de um desdobramento de um trabalho anterior que consistiu em estabelecer uma relação entre a tensão confinante crítica e o índice de vazios crítico, visando determinar a condição que conferiria um comportamento dilatante na ruptura de um solo tropical arenoso. A partir daquele trabalho, onde foram efetuados vinte e oito ensaios triaxiais de compressão, na condição drenada, com tensões confinantes entre 25 e 150 kPa, sobre corpos de prova de 2", moldados em diferentes índices de vazios, foi estabelecida a curva índice de vazios crítico e tensão confinante crítica para esse solo. Os ensaios triaxiais realizados sobre os vinte e oito corpos de prova permitiram obter um conjunto de dados que foi empregado nesse novo trabalho. Esses dados foram tratados convenientemente e de cada uma das curvas tensão deformação desses ensaios realizados foram obtidos os parâmetros do modelo hiperbólico de comportamento proposto por Kondner e Zelasko [1] e utilizado por Duncan e Chang [2] em análises não lineares. A partir desses parâmetros, foi estabelecida a relação entre o módulo de elasticidade inicial (Ei) e a tensão confinante (σ3), permitindo estimar o módulo tangente inicial (K) e o módulo expoente (n) da conhecida equação sugerida por Janbu [6]. Foi verificada uma influência do índice de vazios na modelagem desses parâmetros hiperbólicos (K, n). Para este solo, com densidades relativas entre 0,42 e 0,86 os valores encontrados para os parâmetros K e n do modelo hiperbólico foram K = 142 e n = 0,58. Os demais parâmetros obtidos na aplicação do modelo hiperbólico estão bem ajustados aos valores encontrados nos ensaios triaxiais de compressão.
Compaction Interpreted in the Framework of Unsaturated Soil Mechanics
Authors: Caicedo Bernardo  , Tristancho Julián  , Thorel Luc  , Leroueil Serge
Published: February 2025

Compacted materials are fundamentally unsaturated soils whose behaviour can be expansive or collapsible depending upon changes in water content or stresses. Their behaviour is strongly dependent on matric suction, water content, and stress history. This paper presents a methodology for investigating the stress/strain, and suction/water content paths during one dimensional compaction of unsaturated soils. It focuses on anisotropic behaviour. The testing program was carried out in an automated oedometer apparatus that allows measurement of axial strain, radial and axial stresses, suction, and water content during tests. The laboratory component used in this study involves kaolin compacted with different water contents. After compaction, the soil was subjected to wetting while the volumetric changes and stress paths were being examined.
Compressibilidade das Argilas da Grande Vitória, ES, Brasil
Authors: Batisti Vitor G.  , Bicalho Kátia V.  , Santana Ester S.  , Depolli Isis C.
Published: February 2025

A determinação ou previsão da compressibilidade edométrica de solos argilosos se constitui parte essencial dos projetos geotécnicos. Ao longo dos anos, várias correlações empíricas têm sido publicadas para estimativa do índice de compressão de solos argilosos a partir das propriedades índices dessas argilas. Neste trabalho foram definidas correlações para Cc a partir dos valores de limite de liquidez, índice de vazios inicial e umidade natural inicial das argilas da Grande Vitória, ES. As correlações propostas neste trabalho foram comparadas com correlações empíricas publicadas na literatura. Os resultados mostram que as correlações apresentadas neste trabalho podem ser utilizadas nas análises preliminares para estimativa de recalques de adensamento para argilas da Grande Vitoria, ES, entretanto, a grande variabilidade observada nos valores estimados de Cc, para a região em estudo, sugere que elas não substituam os ensaios de adensamento para definir parâmetros de projeto geotécnicos.
Estudo da resistência e dos parâmetros de comportamento mecânico de uma areia cimentada reforçada com fibras
Authors: Gálvez Jorge Hernán Flórez  , Festugato Lucas  , Consoli Nilo Cesar  , Faro Vitor Pereira  , Braun Eduardo
Published: February 2025

É feita a avaliação de um procedimento para determinar os parâmetros de resistência do modelo Mohr-Coulomb de um solo, a partir da caracterização à compressão simples e à tração por compressão diametral do mesmo material. A avaliação do procedimento é feita a partir da comparação dos resultados teóricos com os parâmetros determinados para o mesmo material através da execução de ensaios triaxiais. O material analisado correspondeu a uma mistura de areia uniforme quartzosa, cimento Portland e fibras de polipropileno. Foram ensaiadas três dosagens de cimento, mantendo constante o teor de fibras e avaliando as misturas a três pressões confinantes efetivas. No total foram executados nove ensaios triaxiais tipo CID, obtendo três envoltórias de resistência. As envoltórias obtidas experimentalmente tiveram o seu intercepto coesivo incrementado com o teor de cimento, mas foram pouco sensíveis no que respeita ao ângulo de atrito. As envoltórias obtidas pelo método proposto apresentaram um bom ajuste às obtidas experimentalmente, confirmando o bom funcionamento do procedimento e do método em que está baseado.
Triaxial tests on artificially cemented Fraser River sand in a very loose condition
Authors: Santos Jr. Olavo F.  , Wijewickreme Dharma
Published: February 2025

The addition of Portland cement to soil is a technique widely used to improve mechanical properties. This paper presents the findings from a laboratory research program to study the mechanical behavior of artificially cemented sands. The results of drained triaxial tests conducted on specimens of mixture of Fraser River sand and cement are presented and discussed. The soil used in this study was sand obtained from the Fraser River, British Columbia, Canada. The specimens were prepared using a cement content of 5% by dry weight of soil to result in a void ratio of 0.98 (representing a relatively loose condition) and with curing in a wet room for 28 days. The tests indicated that the soil displayed dilatant behavior at low effective confining stresses and contractive behavior at high effective confining stresses. It was possible to define the shear strength characteristics based on the peak deviator stress under low effective confining stresses and large-strain shear resistance. The peak soil strength under low confining stresses could be described using a cohesion intercept of 41.8 kPa and friction angle of 29.3°. Under large deformations, a friction angle of 34.2° was observed which is similar to the constant volume friction angle reported for the natural Fraser River sand.
Pressure Assessment in Piles Under Lateral Load
Authors: Hernández Carrillo Rodrigo  , Hernández Rodríguez Félix
Published: February 2025

This paper presents a model to compute pressure and displacements in single piles under lateral load. The structure is solved by a soil structure interaction method (SSIM), which guaranties the displacement compatibility at the soil-pile interphase. The soil was modeled by rheological units that represent properly the stress-strain behavior of the soil, which means that stiffness reduces during the loading process without breaking the yielding criterion. The rheological units were built from an analogy with a block resting in equilibrium on a parabola plane, in which the pressure is related to the horizontal load required to keep the block in equilibrium, and the lateral displacement is equal to the length measured on the parabola from a reference position. Displacements are differed in time by a dashpot. The model was implemented in a computer programs and the results show permanent stress redistribution as the time increases under a constant horizontal load.
High rockfill embankment for the extension of an airport main runway
Authors: Cañizal Jorge  , Castro Jorge  , Da Costa Almudena  , Sagaseta César  , Sola Pedro
Published: February 2025

The main runway of A Coruña airport in Spain is being lengthened by 400 m. The natural ground surface is sloping down gently, and this lead to a maximum height of the new embankment extension of about 35 m. The embankment has been made with a good quality granite rockfill, with slopes 1.4(H):1(V). The foundation ground is formed by schist of weathering degree II-III, with a soil cover 5 to 12 m thick. The allowable post-construction log-term settlement was fixed as 0.20 m. Preliminary design calculations showed that this limit would be exceeded in about 30% of the area. Hence, stone columns were used, in addition to excavation and replacement of the inadequate shallow soft soils. Recorded settlements showed a rapid development during the construction period, which extended to about 2 years. The analysis pays special attention to the effect of the stone columns on the overall ground stiffness. Stability analyses are also presented. The interaction with nearby structures and facilities was also relevant, given the uncommon height of the embankment.
Effect of water salinity and leaching on the compressibility of sabkha soil under a road embankment
Authors: Moussai Belkacem  , Messad Ali
Published: February 2025

The present study deals with the effect of pore water salinity on the compressibility of sabkha soils under a road embankment using conventional and modified oedometers. The void ratio used to establish the graph (e versus log σ′) was determined using conventional water content and fluid content methods. The results showed that the consolidation tests performed using distilled water led to the increase of the compression index and decrease of the preconsolidation pressure compared to the use of sabkha brine. Furthermore, the compression index and preconsolidation pressure obtained from fluid content method are greater than those obtained from conventional water content procedure. The swelling index seems to be insensitive to the method of determination of the void ratio and to the type of flooding fluid
Coupling pore-size distribution and volumetric strains to predict soil-water characteristic curves
Authors: Arroyo Hiram  , Rojas Eduardo  , Pérez-Rea María de la Luz  , Horta Jaime  , Arroyo José
Published: February 2025

The soil-water characteristic curve of soils [SWCC] represents the relationship between suction and degree of saturation. This relationship is fundamental when coupling mechanical and hydraulic behaviors of unsaturated soils. Because the SWCC depends on the void ratio of the soil, it displaces to the left or the right of the suction axis depending on whether the soil experiences compression or expansion. These considerations overcome a serious difficulty when coupling hydro-mechanical behavior since the measured SWCC is only valid for the conditions in which it was determined and not for every deformed state. Hence, when dealing with soils that suffer considerable strains the predicted response of any constitutive model will certainly be inaccurate if the effect of volumetric deformation is not included in the SWCC. In this paper, we present a porous model generated from the initial PSD of the soil that approximately reproduces the initial structure of the material. Based on experimental results, some hypotheses are considered in order to derive a simple equation that defines the new PSD for any deformed state. Model fits well when comparing experimental and predicted SWCCs for any deformed state including large deformations. Because the model is conceived through its PSD, it naturally predicts intermediate wetting-drying paths such as scanning curves which offers an additional feature for constitutive models intended to reproduce cyclic loading.
Mechanical Behavior of a Reconstitued Granite-Gneissic Soil Submitted to a Replicated Lightning
Authors: de S. Carnavale T.  , de Campos T.M.P.  , de Oliveira A.R.M.B.  , Martins H.J.A.
Published: February 2025

Annually, a hundred thousand lightning occurs worldwide. However, although this phenomenon has been widely studied on the physical and meteorological area, researches about lightning influences inside the soils are unpublished or were still not revealed until now. In this way, the current paper brings the simulated (350 kV) lightning influence in the unconfined compressive strength tests and in drained-consolidated triaxial tests (with 50, 100 and 150 kPa of confining stresses). The soil used is described as a granite-gneiss residual soil, being used for the confection of reconstituted soil samples as well as observed in the field. The results shows that simulated lightning causes a borehole through the soil sample and the physical-mechanical behavior are distinct comparing tests executed in soil samples with and without replicated lightning incidence, highlighting that simulated lightning caused a resistance reduction in every soil samples affected by the atmospheric discharge.
Mine Waste Rock and Riverbed Materials at High Pressures. Applications for High Waste Rock Dumps and High Tailings Dams Design
Authors: Bard Edgar  , Campaña José  , Valenzuela Luis  , Figueroa Abraham  , Marilao Paola
Published: February 2025

The compressibility and particle breakage behavior at high pressures levels of mine waste rock (MWR) and riverbed (RB) gravels containing large particles sizes up to 0.2 m have been studied in drained isotropic stress-strain path, drained axisymmetric compression paths as well as in oedometric path. At the same time, compressibility tests were performed at different stress levels in a large oedometer device and the effect of saturation on the compressibility of these materials was also investigated. Samples of blasted and additionally crushed MWR for testing purposes were selected from different copper mines in Chile, including some run of mine (ROM) leached samples. RB materials that have been used in the design of earth and rockfills dams in Chile were also tested and analyzed. The complete set of results should be considered when designing granular drains under high pressures for tailings dams.
Consideraciones geotécnicas en presas mexicanas para reducir su riesgo
Authors: Flores-Berrones Raúl  , Arreguín-Cortés Felipe I.  , Murillo-Fernández Rodrigo
Published: February 2025

This paper describes methodologies used to review the structural integrity of operational dams in Mexico. The study emphasizes the use of geotechnical field and laboratory work, and its connection to other types of risk. Two cases are reported, the first about a masonry dam built in the early twentieth century, which has caused flooding in the city downstream. The second is about a homogeneous dam built five years ago lacking requirements for adequate design and construction. We propose risk mitigation measures for these two cases, and compare them to other examples where dams were well designed, constructed, and performed adequately.
Algunos criterios a considerar en el diseño de presas de hardfill
Authors: Mayoral Juan Manuel  , Vital Damián  , Romo Miguel Pedro  , Marengo Humberto  , Díaz Barriga Amós Francisco
Published: February 2025

Las presas de hardfill son construidas con materiales obtenidos del lecho del río, o del producto de la misma excavación, aglutinados artificialmente con un cementante. En los últimos años las presas de hardfill han tenido un auge a nivel mundial en gran parte debido a su bajo costo, sencilla construcción, y buen comportamiento ante carga sostenida y sísmica. Usualmente se diseñan con una sección simétrica trapecial, de esta forma las cargas transmitidas al terreno de cimentación se reducen en comparación con las típicamente observadas en presas de concreto, lo que hace posible que se puedan construir en terrenos de baja resistencia y alta deformabilidad con requerimientos menos rigurosos a los comúnmente considerados para otros tipos de presas. Así, las presas de hardfill se consideran una alternativa económica y segura en sitios de condiciones geológicas difíciles. En este artículo se presentan las características generales de las presas de hardfill, los parámetros de resistencia y deformabilidad típicos, los aspectos de diseño ante carga sostenida y sismo, y consideraciones constructivas.
Geotechnical Investigation for Regional Connector Transit Corridor Project in Los Angeles, California
Authors: Choi S.H. Jason  , Chaudhuri Debanik  , Hudson Martin B.  , Hansmire William H.
Published: February 2025

The Regional Connector Transit Corridor Project is a 3-km (1.86 mile) underground light rail project in downtown Los Angeles, California being constructed by the Los Angeles County Metropolitan Transportation Authority (Metro). The project consists of 5.7-m (18'-10") inside diameter 1,417-m (4,650-ft) long twin bored tunnels, 789-m (2,590-ft) long cut-and-cover tunnels, 247-m (810-ft) open trench structures with approximate depths up to 7.6-m (25-ft), an approximately 17-m (56-ft) wide 14.5-m (48-ft) high 91-m (300-ft) long crossover cavern, cross-passages at three locations between bored tunnels, and three underground stations to be constructed by cut-and-cover. The open cut excavations will encounter artificial fill, alluvium, and weak clayey siltstone or silty claystone of the Fernando Formation. The bored tunnels will be excavated by an Earth Pressure Balance Machine (EPBM) mostly through Fernando Formation, with some mixed ground conditions. The crossover cavern will be excavated entirely within the Fernando Formation. Groundwater, gas, and seismic conditions along the project alignment also required characterization as part of the Preliminary Engineering for the final design and construction of the project that would be part of a design-build contract. For the Preliminary Engineering, a geotechnical investigation including historical information review, soil/rock borings, and laboratory and field tests were conducted, resulting in the production of multiple geotechnical reports and memoranda including a Geotechnical Data Report and Geotechnical Baseline Report. This paper presents the geotechnical aspect of the underground light rail project in an urban area and summarizes the geotechnical investigation program and findings for the project.
Diseño y construcción de una excavación a 42 m de profundidad en la Zona de Transición de la CD de México, con base en anclas activas temporales de hasta 250 t
Authors: Clavellina Miller J. Guillermo  , Paulín Aguirre Juan  , Monroy Salgado Rogelio  , de Jesús González Santiago José
Published: February 2025

Como parte del proyecto de una Torre de 31 niveles, ubicado en la zona de transición en la Ciudad de México, se realizó la excavación y construcción de 12 sótanos para estacionamiento, cubriendo un área de aproximadamente 8,000 m2. Como sistema de estabilización para la excavación, hasta 42 m de profundidad, se consideró la construcción de anclas activas temporales, con cargas de bloqueo de hasta 250 t, reaccionando contra un muro Milán “Diaphragm Wall”, en los primeros metros de la excavación y contra un muro de concreto lanzado en las últimas etapas —ambos muros estructurales y definitivos—. El presente trabajo describe de forma general las actividades de diseño y construcción del sistema de contención, destacando lo correspondiente a las anclas de 250 t.
Análise de métodos de cálculo para dimensionamento do atirantamento em rocha
Authors: Horochoski Lucas  , Morales Kormann Alessander C.
Published: February 2025

A presente análise foi feita utilizando-se quatro métodos de cálculo selecionados na literatura técnica. Fez-se uma comparação entre valores de resistência publicados e os valores resultantes do dimensionamento por cada método. Os resultados indicaram uma enorme discrepância entre esses valores, o que é ainda mais evidente nas rochas mais resistentes. Uma vez que cada método possui um tipo de abordagem, considerando suas próprias situações mais prováveis de ruptura, a não uniformidade entre valores calculados por métodos diferentes já era esperada. Por fim, baseado nesses resultados, propõe-se que o dimensionamento se dê por meio do método de cálculo com os melhores resultados (método de Serrano e Olalla) com duas outras verificações complementares: a resistência da barra de aço do tirante frente ao esforço de tração e do efeito de grupo.
Análisis probabilístico de amenaza de deslizamiento en la cuenca Thola Pujro, cordillera Tunari, Cochabamba, Bolivia
Authors: Camacho Peña Christian Boris  , Zurita Ronald Garcia
Published: February 2025

A causa de deslizamientos ocurridos en Bolivia entre 1996 y 2003, se iniciaron una serie de estudios en un intento por entender y tal vez predecir este tipo de fenómenos. El Proyecto de Predicciones de Riesgos por Movimientos en Masa (PriMa), se centró en la investigación de una metodología para deslizamientos implementado en la cuenca Thola Pujro, Cordillera Tunari de la ciudad de Cochabamba (Bolivia) desarrollado por el Laboratorio de Geotecnia de la Universidad Mayor de San Simón (GTUMSS) con la cooperación belga (VLIR). La metodología empleada se orientó primero a generar y compilar información plasmados en pianos de topografía, geología y geomorfología del área de estudio. La segunda fase consistió en la identificación, trazado y caracterización geotécnica de secciones transversales representativos de la zona. Basados en la información geológica y geomorfológica se asumió un perfil estratigráfico típico de suelos residuales de lutitas y areniscas propuesta por Suárez (1998) como material rocoso meteorizado subyacente a suelos sedimentarios clasificados de acuerdo al grado de meteorización para suelos residuales (Philipson & Brand, 1985). Se asumió para el modelo de estabilidad un análisis de equilibrio límite con mecanismo de falla circular optimizada, criterio de Mohr – Coulomb para el comportamiento del suelo y parámetros de resistencia efectivos en condiciones drenadas. La variación simultánea de los parámetros que corresponden a la profundidad del nivel freático, el peso del suelo y los parámetros de resistencia al corte (cohesión y ángulo de fricción) pennitió la modelación probabilística realizado en el programa GEO SLOPE/W, que utiliza el métoda estadistico de Monte Carlo, lo que permitió el cálculo del factor de seguridad y la estimación de la probabilidad de falla. Finalmente se realizó la zonificación de amenaza de deslizamiento en el programa ILWIS mediante la interpolación geoestadística (estimación Kriging) de los valores estimados de probabilidad de falla asociados a cada talud, dando como resultado un mapa probabilistico a detalle de amenaza de deslizamiento.
Proyecto de Caracterización Dinámica del Subsuelo Para la Microzonificación Sísmica de la Ciudad de Tunja
Authors: Guio Leonardo  , Reyes Felipe  , Sanchez Miguel  , Jimenez Omar
Published: February 2025

Se hace una caracterización geodinámica para el avance de la microzonificación sísmica de la ciudad de Tunja, con información geológica y geotécnica, elaborada a partir de 366 estudios de suelos particulares como reconocimiento detallado en campo, además de la ejecución de un programa de exploración y ensayos de laboratorio como en sitio del subsuelo, sobre puntos estratégicos de la ciudad. A partir de esta información y análisis de tipo espacial como estadístico se revisa y actualiza la investigación respecto a las condiciones geológicas, estructurales y geotécnicas, para luego trazar varias secciones transversales (sentido este-oeste) generando un perfil promedio donde se observa los diferentes tipos de materiales presentes en el subsuelo además de permitir el trazo de la zonificación geotécnica de la ciudad evaluando características estáticas y dinámicas como velocidades de onda de corte (Vs) y compresión (Vp).
Desempeño de un Tramo Experimental de Pavimento con Capa de Base de Suelo Modificado con Ceniza de Bagazo de Caña de Azúcar y Cal
Authors: Behak Leonardo  , Musso Marcos  , Piñeiro Gustavo  , Selves Federica
Published: February 2025

Se describe un proyecto de investigación de desempeño de pavimentos con capa de base de suelos modificados con ceniza de bagazo de caña de azúcar (CBCA) y cal mediante la construcción y monitoreo de un tramo experimental de calle a escala real en Bella Unión. El material granular utilizado fue una grava limosa, de origen fluvial asociado a sedimentos cuaternarios del río Uruguay, extraído de una cantera próxima a la localidad. El diseño de mezcla óptima del suelo con CBCA y cal se realizó aplicando el Método de Thompson. Los parámetros óptimos de compactación del material fueron determinados con ensayos Proctor modificado. La caracterización de la ceniza indica baja reactividad alcalina, sin embargo la ocurrencia de reacciones cementantes fue verificada en los ensayos de resistencia a la compresión inconfinada. El tramo experimental se monitoreó con medidas de deflexión con Viga Benkelman. A pesar de la baja reactividad de la CBCA, se observó una notable disminución de las deflexiones a tres semanas de construido el tramo experimental respecto a las medidas inmediatamente después de su construcción. Con un año de vida, el pavimento del tramo experimental muestra una buena condición estructural y de servicio, indicando que este tipo de material puede ser una alternativa para capa de base de pavimentos de bajo volumen de tránsito con beneficios económicos y ambientales.
Post-Grouted Drilled Shaft Behavior
Authors: Gerbaudo Carlos F.  , Zeballos Marcelo E.  , Gerbaudo Guillermo  , Zecchin Esteban  , Figliozzi Luis
Published: February 2025

Using post grouted cells at the tip of the piles form part of recommendations of construction application in several countries. The effect of this practice is valued ranging from a simple construction standard for improving contact between the pile tip and soil support, to the application of coefficients which enhance the load capacity of the pile as a whole. In the city of Córdoba, Argentina there is provided the use of a solution of large diameter piles with the execution of a cell of post grouted for the foundation an important highway viaduct. This foundation system is supported on a sand blanket between clean and silty, performing at the design stage an analytical estimate of the point resistance improvement as a consequence of post grouted execution. While it has international background of improving effects on the overall behavior of the pile through the implementation of these treatments, there is no specific application information in our environment for the case under analysis. This publication shows the prior analyzes conducted to estimate the contribution to the load capacity of the pile for treatment implementation. At the same time the process followed in the design of the testing and validation of the method of construction of the cells is described, and concludes in the description and analysis of load tests on piles made.
Ángulo de Fricción Equivalente y Estimación de Parámetros de Resistencia con SPT y CPT
Authors: Gonzalez-Garcia Alvaro Jaime
Published: February 2025

El ángulo de fricción efectiva equivalente Φ′eq, se define en la siguiente ecuación tan Φ′eq=τ/σ′=(c′/σ′)+tan Φ′
Compressibility and Creep in Dry and Wet Crushable Sand
Authors: Ovalle Carlos  , Dano Christophe  , Hicher Pierre-Yves
Published: February 2025

It is well known that the mechanical behavior of crushable granular materials depends on the water content: the higher the material humidity, the higher the particle crushing. However, the experimental data on the relation between loading-wetting conditions and the amount of crushing are still quite scarce. In this paper, we present experimental results on crushable sand to study the effect of flooding under isotropic, oedometric, and triaxial stress paths. We show that, for a given initial density and stress path, the dry material after flooding reaches the equivalent behavior of the initially wetted material in terms of compression curve, particle crushing, and creep compressibility index, regardless of the point of flooding. Moreover, the relation between the breakage ratio and the final void ratio is unique and depends exclusively on the initial density and on intrinsic parameters. This framework could be useful to improve constitutive models for crushable materials based on grading evolution, including the effect of humidity and time.