# data[].attributes.body
Año: 2023

País: República Dominicana

Titulo: Landslide inventory of Puerto Plata, Santiago de los Caballeros and Jarabacoa

Objetivo: Elaborar inventario de deslizamientos en zonas seleccionadas del país.

Variables: Tipo de movimiento, geometría, litología, precipitación.

Metodología: Inventario GIS, análisis cartográfico y estadístico.

Aportes: Mapa de peligrosidad y base de datos de eventos en RD.

URL/DOI/Handdle: https://www.tandfonline.com/doi/full/10.1080/17445647.2023.2271021?utm.com

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Año: 2024

País: México/Italia

Titulo: SSAP 6.0 software case studies

Objetivo: Presentar software gratuito para análisis de estabilidad.

Variables: FS (Factor de seguridad), geometria de corte.

Metodología: Modelado LEM con SSAP; estudios comparativos.

Aportes: Herramienta útil en análisis preliminar para proyectos locales.

URL/DOI/Handdle: https://www.researchgate.net/publication/384970957_SSAP_60_FULL_FREEWARE_SOFTWARE_FOR_SLOPE_STABILITY_ANALYSIS_CASE_STUDIES_IN_MEXICO_AND_ITALY

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Año: 2023

País: República Dominicana

Titulo: Developing a Digital Twin: Semi-Brittle Slope Failure

Objetivo: Uso de gemelos digitales para monitorización de taludes.

Variables: Instrumentación, deformación, precipitaciones.

Metodología: Digital twin, sensores, modelado (3D).

Aportes: Mejora el seguimiento y predicción de desplazamientos.

URL/DOI/Handdle: https://onepetro.org/isrmcongress/proceedings-abstract/CONGRESS23/CONGRESS23/ISRM-15CONGRESS-2023-479/539728

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Año: 2020

País: República Dominicana

Titulo: he Hatillo Limestone, Pueblo Viejo district

Objetivo: Describir la litología y distribución de la Caliza Hatillo en el este de RD.

Variables: Litología, estratigrafía, permeabilidad.

Metodología: Cartografía geológica y análisis paleontológico.

Aportes: Contexto geológico regional (relevante para estabilidad superficial y drenaje).

URL/DOI/Handdle: https://www.scielo.org.mx/scielo.php?pid=S1405-33222020000300014&script=sci_arttext&utm.com

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The Hatillo Limestone, Pueblo Viejo district, Dominican Republic: Marginal reef or impermeable cap?

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Año: 2023

País: Ecuador

Titulo: Stability Assessment of Rock Slopes Using the Q-slope method (MDPI)

Objetivo: Evaluar aplicabilidad del método Q-slope en pendientes rocosas andinas.

Variables: Q-slope, rocas, fracturación.

Metodología: Aplicación empírica y estudio de caso.

Aportes: Demostró validez del método para pendientes rocosas regionales.

URL/DOI/Handdle: https://www.mdpi.com/2076-3417/13/13/7399?utm.com

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Escuela Técnica Superior de Ingenieros de Minas y Energía, Universidad Politécnica de Madrid, Calle de Ríos Rosas 21, 28003 Madrid, Spain

Facultad de Ciencias Naturales, Universidad de Guayaquil, Av. Raúl Gómez Lince s/n y Av., Juan Tanca Marengo, Guayaquil 090601, Ecuador

Department of Land Engineering and Morphology, Universidad Politécnica de Madrid, ETSICCP, Calle Profesor Aranguren 3, Campus Ciudad Universitaria, 28040 Madrid, Spain

Department of Civil Engineering, University of Alicante, Carretera San Vicente del Raspeig, s/n, San Vicente del Raspeig, 03690 Alicante, Spain

Author to whom correspondence should be addressed.

1. Introduction

Geomechanical classifications have been used since 1946 to characterize rock masses, mainly oriented to tunnel construction. The two most widely used geomechanical classifications are the Q-index [ 1] and rock mass rating (RMR) [ 2]. These classifications determine a quality index, estimate rock mass behavior, and provide guidelines to select the rock support measures in tunnels, open pit mines, and/or slopes [ 3, 4]. The RMR was conceived for tunnels and adapted for foundations, open pit mining, and rock slopes and is probably the best-known and most commonly used geomechanical classification for the preliminary characterization of rock mass quality. Other classifications modify the RMR for rock slope analysis by adding correction factors such as the slope mass rating, SMR [ 5], initially employed for civil construction, and the mining rock mass rating, MRMR [ 6], used in open pit and underground mining. Although the Q-index is the leading classification system for underground design, it was not systematically applied to slopes until 2015. The Q-slope classification [ 7] modifies some Q-index parameters and enables the application to rock slopes. Q-slope is becoming very popular and has been applied to over 400 individual case studies in many countries and different lithologies [ 8]. Nevertheless, SMR remains one of the most used geomechanical classifications for slope analysis [ 9, 10]. SMR has been used for over 30 years, providing valuable insight into expected slope behavior. In contrast, the more recent Q-slope is an empirical rock slope engineering method used to quickly assess slope stability with minimal assumptions [ 11, 12, 13]. SMR and Q-slope have been successfully applied to geomechanically characterize civil construction rock slopes, global natural slopes, and quarries. However, its application and reliability in the Andean region remain relatively underexplored. The application of SMR and Q-slope in the Andean part of South America can fill a knowledge gap in terms of rock types and stability assessments on high mountain slopes.

Slope movements have become one of the most dangerous natural hazards, causing many human losses and substantial material damage annually [ 14]. With instabilities in rocky slopes, different methods can be used for stability evaluation. From a practical point of view, there are three main approaches to the study of rock slope failures: (a) application of geomechanical classifications and empirical analysis; (b) kinematic assessment or application of limit equilibrium methods (for block and circular failures), and (c) application of numerical methods such as finite element, finite difference, and discrete element approach. (b) and (c) present simple applications and require less information to generate reliable models; therefore, they are the most used approaches in the feasibility stages of a project.

Since its development in the 1970s, the Q system has been widely used in multiple projects related to civil engineering and underground mining [ 7]. In 2015, the empirical Q-slope method was presented, enabling technicians responsible for ongoing construction works to evaluate the stability of excavations and rock slopes as it progresses, correcting the inclination angles of the rocks in the field and profiled slopes [ 16]. The Q-slope index maintains the original RQD and Jn parameters of the Q-index but modifies and proposes adjustments for the Jr, Ja, and Jw factors and SRF:

i.

On slopes, the relationship of (Jr/Ja) is multiplied by a subfactor "O", which considers the impact of discontinuity orientation on slope stability;

ii.

The Jw factor is transformed into a double parameter that analyzes the relationship between the state of the slopes and the environment in which they are located;

iii.

The SRF factor for slopes is divided into three potential lines of analysis depending on the existing field data: (a) physical condition, (b) stress, and (c) major discontinuity.

With these modifications, Q-slope values are obtained, spanning six orders of magnitude (from 0.001 to 1000) and thus determining the slope's recommended inclination angle and failure mode [ 17, 18, 19].

Whether applied to tunnels, open pit mines, or slopes, the success of geomechanical classifications is based on the applicability to different scenarios that benefit from a continuously updated database of real applications. For example, the SMR classification, initially developed in 2015 for limestones, marls, and siltstones along the Spanish east coast, has been applied to many lithologies and countries. In 2015, there was evidence of SMR in over 50 countries and five continents [ 10].

The first publication of the Q-slope index in 2015 reported its application in Panama, Australia, Laos, and the Dominican Republic [ 7]. It has been since extended and applied to many other countries such as Papua New Guinea, Turkey, Serbia, Slovenia, and Spain [ 8].

A scientific literature review was carried out to verify the applicability of the Q-slope. The search encompassed the WOS and SCOPUS databases and included studies published until January 2022. The results detected applications of Q-slope in Australia, Norway, India, Iran, Netherlands, Turkey, China, the United States, Spain, Italy, Algeria, the Republic of Macedonia, Brazil, Hungary, and Malawi. Besides scientific papers, the analysis included conference proceedings.

However, when focusing on the Andean slopes of Ecuador, the results confirmed a gap regarding high-impact scientific publications. The number of publications associating Ecuador and the Q-slope method is scarce. This emphasizes the relevance and necessity to validate this method in the Andean region, specifically in Ecuador, to assess its reliability. The overarching aim is to provide greater visibility to the Q-slope both in the scientific world and in applied engineering, thus contributing to regional geotectonics.

2. Study Sites

The Andes is a mountain range spanning from southern Chile to Colombia, in the heart of the South American continent. It is characterized by young high elevations, high plateaus, and significant slopes with deep valleys, only surpassed by the Himalayas. The roads and railways of rugged countries such as Bolivia, Peru, and Ecuador are often affected by slope failure problems. These risks entail high maintenance costs, long delays and disruptions in services, and hazards and disasters across the network of national road routes.

Ecuador is located in the northwestern corner of South America, bordering Colombia to the north, Peru to the south, and the Pacific Ocean to the west ( Figure 1). The insular region of Ecuador is represented by the Galapagos Islands, named by UNESCO as a World Heritage Site, which are part of the Ecuadorian territory and the Biosphere Reserve and Ramsar Sites [ 23]. The present study focuses on continental Ecuador, historically marked by strong seismic events that have shaped the regional geology, dividing the country into three geological regions: (i) coast or littoral; (ii) Sierra or Interandina; and (iii) Oriente or Amazonia ( Figure 1).

The coast is subdivided into three sub-regions, south, central, and north, in which mainly sedimentary rocks are found, such as conglomerate, claystone, shale, and limestone. The Sierra is divided into north-central, central-south, and south-southwest. The predominant geology of the Sierra includes volcanic and intrusive rocks of the andesitic lavas, pyroclastic rocks, tuffs, and greywackes. The Amazon, also known as the Ecuadorian East, is divided into north, central, and south (west), with mainly sedimentary rocks such as conglomerate, sandstone, shale, claystone, gypsum, slate, and limestone. Geological materials originate from hot spots in the Galapagos Islands, with basaltic lavas dominating [ 24].

This section briefly lists the areas in which the studied slopes are located ( Figure 1). The thirty study sites are located in seven different provinces of the three regions that constitute continental Ecuador: (i) Bellavista neighborhood, vía Las Aguas and Faculty of Natural Sciences of the University of Guayaquil (Guayas province), (ii) Coaque-Santa Teresa highway (Manabí province), (iii) Vías Cahuají-Cotaló, San Juan-Guaranda and Cascada Ojo del fantasma (Chimborazo province), (iv) Papallacta road from Quito to the east (Napo province), (v) El Cajas (Azuay province), (vi) Cantera Mesa, vías Pache-Piñas and Pacha-Ayapamba (El Oro province), and (vii) vía Ambato-Guaranda, zones Cashisagua and Gallo Rumi (Bolívar province).

Guayaquil (Guayas province) is the most important city on the coast of Ecuador. Guayaquil is nestled chiefly on the banks of the Guayas River, on soft sedimentary terrain with little relief. However, to the west of Guayaquil, there is a series of hills with maximum altitudes of 300 m a.s.l., formed by folded sedimentary rocks. In this province, seven slopes (aslope no. 1, 2, 3, 4, 5, 6, and 7) were studied on byways, courts, streets, and quarries. The heights of these slopes range from 4 to 18 m and include wedge, planar, and toppling stability failure types.

The Spondylus route follows the coast of Ecuador. Slope no. 8 is located in the coastal province of Manabí, on a highway called Coaque-Santa Teresa. The 12-m height slope is unstable and presents a wedge-type fault in Andesite Basalts.

The province of Chimborazo is placed in the south-central part of Ecuador and includes the Chimborazo, Tungurahua, and Altar Volcanoes as the most critical topographic features. The geology of Chimborazo is mainly composed of andesites, rhyolites, granites, lavas, volcanic tuffs, and laharitic flows. In this Andean province, five unstable and very steep Quasi-Stable slopes (slope no. 9, 10, 11, 12, and 13) are located in avenues and fairways, with heights ranging from 55 to 70 m and presenting wedge, toppling, and planar failures.

The main highway that connects the capital Quito (Sierra) to the East of Ecuador (jungle) crosses the Papallacta hot springs. This route crosscuts several basaltic lava flows of the Antisana volcano. The study slope (slope no. 14) comprises basaltic columns that project out of the road slope, causing tilting (i.e., toppling of blocks) of some columns towards the road.

The mountain pass known as El Cajas, located just 35 km from Cuenca, was declared a World Heritage Site by UNESCO. The road that connects Guayaquil to Cuenca records a 4000 m altitude difference along 120 km. The study slope (slope no. 15) within the Cajas National Park is structurally controlled and presents a typical instability of block toppling and planar failure depending on the slope area.

Piñas county is part of the El Oro (The Gold) province, named for its significant mineral deposits, actively mined since colonial times. The rocks that describe the geological system are andesitic lavas, granites, rhyolites, and slates. Six sites of interest were studied (slope no. 16, 17, 18, 19, 20, and 21), evidencing wedge failures and toppling.

The province of Bolivar extends from the slopes of the Chimborazo volcano, Arenal sector 4400 m a.s.l., to the town of Balsapamba, located 200 m a.s.l. The study areas are geologically represented by lava flows, pyroclastic rocks, laharitic flows, shales, and greywackes. Land features and accessibility to the sampling sites were the main criteria for choosing the study areas. In this province, nine slopes were surveyed, two on the Ambato-Guaranda road (slope no. 22 and 23), three in the San Juan area (slope no. 24, 25, and 26), three in the Cashisagua area (slope no. 27, 28, and 29) and one in the Gallo Rumi area (slope no. 30). These slopes show three common failure types: planar, toppling, and wedge.

3. Materials and Methods

The proposed methodology was developed in three different phases ( Figure 2): (i) fieldwork for data acquisition; (ii) processing of the recorded information; and (iii) validation and reliability analysis employing a confusion matrix analysis.

3.1. Data Acquisition

Fieldwork was carried out from March 2020 to January 2021. Thirty slopes were studied in seven provinces of the three continental Ecuador regions ( Figure 1 and Figure 3a). At each geotechnical survey (i.e., observation point), geometrical, physical, and structural data were collected regarding the type of rock matrix and behavior of the discontinuities that composed the bedrock (i.e., roughness, openness, persistence, and presence of water). Structural data of joints and discontinuities (dip/dip direction) were also registered, which enabled the identification of the failure for each slope. All the main types of failure were observed (i.e., wedge, toppling, and planar), with wedge failure being the most representative of the study ( Figure 3 and Figure 4). During fieldwork, slope stability was also estimated in situ as stable, almost stable, or unstable based on the signs of instability observed in the slope. Most slopes were classified as unstable at the end of the survey, while the remainder were classified as almost stable and stable.

3.2. Basic Kinematic Assessment

The analysis of wedge, planar, and block toppling failure is a tridimensional-type problem. The visualization of the interactions between discontinuity planes and slopes is exceptionally complex to analyze using isometric projection but considerably simplified with stereographic projection, in which the planes are represented by points (i.e., poles). Kinematic assessment is based on the analysis of the relative orientation of discontinuity planes or poles regarding the slope, establishing four main types of failure: (a) planar; (b) wedge; (c) flexural toppling; and (d) direct toppling [ 25].

Instabilities depend on the relationship between friction, the orientation of the joints, and the angle of the slope. The kinematic representation of data obtained in situ and the direct observation of evidence of instability in the slope enables a preliminary stability assessment. This initial analysis provides a broader perspective of the problem and establishes a standard for the selection of values related to the joint set number (Jn), the favorable or unfavorable orientation of the discontinuities (O-factor), major discontinuity (SRFc), and stable and unstable structure.

In order to assess the kinematic stability of the rock blocks, the shear strength of discontinuities is needed. In this paper, Barton's (2002) criteria for the "frictional component" of joints is used while considering the cohesion = 0 to be conservative in the design. The "Frictional Component (FC) is given by the following formula [ 26]:

3.3. Rock Slope Quality Assessment Using Q-slope

The Q-index for slopes (or Q-slope) was conceived in 2014, mainly for an immediate application to a hydroelectric power dam in the Dominican Republic. However, the first publication on its application occurred in 2015 [ 7].

The equation applied to estimate the value of the Q-slope index shares two-thirds of its content with the original Q-index for underground works [ 7, 27]. The Q-slope is calculated by Equation (2).

where:

RQD: Rock quality designation;

O-factor: Orientation factor for the ratio Jr/Ja;

J wice: Environmental and geological condition number, which replaces the

Joint: water reduction factor (Jw) of the original Q-index;

SRF: Stress reduction factor for the slope. It is the maximum value between SRF a (which addresses physical condition), SRF b (which addresses stress, similarly to the one used in the Q-index); SRF c: (which considers major discontinuity).

One of the novelties of the Q-slope is the discontinuity orientation factor, known as the O-Factor, which provides an adjustment to the orientation/orientations of the joints present in the studied slope [ 7]. This parameter is obtained after the joint kinematic analysis establishes the type of failure, considering the orientation of the main joints and the geometry of the slope. The O-Factor is determined from a table in which the only information required is whether the joint (planar failure) or joints (in the case of wedge failure) are very favorably oriented, quite favorable, unfavorable, very unfavorable, or causing failure if unsupported [ 8]. The information required to identify the O-Factor is easily obtained from the preliminary kinematic analysis of the study cases and field data.

Another parameter of interest is the strength reduction factor (SRF), which is relevant to consider when the quality of the materials constituting the rocky mass is not high and the heights of the slope increase. These singularities require the appropriate study of the strength state [ 8]. The strength reduction factor is estimated from the most unfavorable value recorded for subfactors SRFa, physical condition; SRFb, which analyzes various stress-strength ranges; and SRFc, major discontinuity. These subfactors are calculated from data on the type of excavation, blasting, susceptibility to weathering, the physical state of the blocks that constitute the slope, erosion state, unconfined compressive strength, the physical state of the major discontinuity, RQD, and maximum main strength. Depending on available data on sub-parameters a, b, and c, the authors suggest selecting the most unfavorable value or discarding one of the complementary sub-values and only considering the one with the most reliable information that allows for the selection of the best value for SRF.

For further details about the description and pondering of each factor, the reader is referred to [ 7, 28].

The authors of method [ 7] also proposed the maximum stable angle of the slope (β), expressed in sexagesimal degrees, for a given Q-slope value (Equation (3)).

The geomechanical Q-slope classification requires information on the impact of the construction method on the slope, the state of the surroundings, and effects on exposed slopes, considering the weather, water effects, ice, and evidence of material transportation by gravitational force. Evidence of constructive methods and environmental state was carefully surveyed and compared with the back-analysis of variables-this procedure minimized significant errors in the final evaluation.

3.4. Calculation of the Factor of Safety

The factor of safety is calculated from kinematic analysis using limit equilibrium methods. RocPlane and RocTopple software from Rocscience are used for the evaluation of the stability of planar and toppling failures, respectively. Similarly, the freeware Orwa is used for the case of wedges [ 29, 30]. The factor of safety (FoS) is then calculated for each slope in a deterministic mode, which is representative of the actual state of the study slopes.

3.5. Validation and Reliability of the Results (Confusion Matrix)

A confusion matrix is a tool employed to assess the errors of a classification system [ 31, 32].

A statistical methodology of multivariate data was used to validate the study method, which compares the information obtained in situ against data calculated by software and the classification method. In the case study presented herein, data on the estimated or observed stability of slopes were compared with the information calculated by the empirical Q-slope method and factor of safety (FoS) obtained with software through a confusion or error matrix [ 33].

The first step in developing a confusion matrix is to classify obtained data as true positives and true negatives or false positives and false negatives. This was accomplished for the sub-classes stable, quasi-stable, and failed. The later calculation of the truth overall and classification overall of each class required the horizontal and vertical sums of the data classified in step one.

The percentage value of user accuracy-recall (UA) and producer accuracy-precision (PA) is the ratio between the true positive values of each analyzed class and the values obtained in step one for truth overall and classification overall, respectively (Equations (4) and (5)).

Finally, the overall accuracy (OA) is calculated from the sum of all true positive values of all variables, divided by the amount (n) of samples analyzed (Equation (6)). The overall error of the method is obtained from the difference between the maximum OA value possible and the value calculated by the confusion matrix for the same parameter.

4. Results

Slopes were analyzed in different climatic conditions, including locations exposed to powerful elements such as water, ice, and gravity. Interestingly, almost all the values proposed by the authors [ 7] for Jwice were selected. In the paper, the degree of fracturing of the RQD/Jn rock mass, condition of the discontinuities (Jr/Ja), stability, and geological and environmental factors are analyzed and presented ( Table 1 and Table 2).

The Q-slope calculations for each slope are summarized in Table 1 and plotted in Figure 5, as proposed by Barton and Bar [ 8]. The plot shows three areas: zone of stable slopes, zone of unstable slopes, and zone of almost stable slopes (i.e., slopes with uncertain stability or when it is challenging to predict slope behavior). The slope angle and Q-slope values were plotted to locate the studied slopes in the Barton and Bar graph. Four slopes were identified in the stable zone, one in the uncertainty zone, and the remainder in the unstable zone.

A confusion matrix enables a fast and easy visualization of the performance of a classification model. In a confusion matrix, the results obtained are displayed in rows and columns representing, respectively, the number of predictions of each class and the occurrences of the observed class. Three assessment sub-categories were assigned for the observed and predicted classes calculated by the Q-slope method and for the predicted class calculated with software to obtain the factor of safety (FoS): stable slopes = sub-class 1, quasi-stable = sub-class 2, and unstable or failed sloped = sub-class 3 ( Table 3). A comparison of classes yields true positive, false positive, and false negative values required for calculating metrics. In this study, three confusion matrices were employed (or three analyses) to predict how the empirical method can effectively classify 30 rock slopes by comparing calculated and empirical values, data gathered in situ through direct observation, and the values calculated by software Orwa, Rocplane, and Roctopple.

Statistical analysis of data revealed that of the 30 values obtained in the field (observed class), processed by the Q-slope method and processed by software (predicted class) according to the stable, almost stable, and failure sub-classes:

For statistical study cases a and b, 24 values are true positive values, and only 6 were classified as false positives-negatives; for statistical case c, 21 are true positive values, and 9 cases were classified as false positives-negatives.

For case a, a 100% value was obtained in producer accuracy (precision) with the stable and quasi-stable classes-the remaining sub-classes and statistical cases produced 95% and lower values.

Regarding user accuracy (recall), 100% values were obtained for all statistical cases with sub-class stable. Case a with sub-class failed also produced a 100% value. Other sub-classes and statistical cases registered values of 89% and lower.

The overall accuracy parameter, which defines the quality of the result obtained for the classification method (Guan et al., 2020), provided an 80% value for statistical cases a and b and 70% for case c.

Considering that the number of stable, quasi-stable, and unstable slopes is random and that the distribution of sub-class values in the confusion matrix is not homogeneous, the metric F1 score was selected as it summarizes effectively in a single value the precision and recall of the method [ 34].

5. Discussion

There is a clear correlation between slopes visualized as stable and those calculated as stable using the Q-slope. Slope no. 2, 3, 6, and 7, classified as "stable", are also classified as "stable" according to the graph proposed in 2017 for the Q-slope. It should be mentioned that slope no. 2 and 3 have been controlled for seven consecutive years because of their geographical location and access, exhibiting no evidence of instability during the monitoring period. Slope no. 5 was classified in the field as "not very stable" and is in the zone of "Quasi-Stable" slopes in the Q-slope graph [ 8].

However, for the remaining 25 slopes, there are slight differences between what is predicted by the Q-slope method and what is observed. Slope no. 13, 15, 19, 20, 21, and 22 were classified in the field as "Quasi-Stable". However, they were located in the "unstable slope" graph area. The original graph [ 8] seems conservative and on the safe side for these slopes ( Figure 6), which is very reasonable for empirical and pre-design analysis.

Considering the data obtained for slopes 13, 15, 19, 20, 21, and 22 in the present work, an extension to the area of "Slope stability uncertain" is proposed, and the door is also left open for new studies to determine the possible projection from the proposed area towards the lower part of the "Unstable slopes-slope stability un-certain" zone. The kinematic analysis does not consider rock mass quality but analyzes the equilibrium of rigid blocks that destabilize through one or more surfaces and slip on each other. In the 30 analyzed cases, failures occurred through discontinuities, and kinematic analysis was the best representation of reality. Although the friction angle and joint directions are not considered in the equation proposed by Barton and Bar (2015) (Equation (1)), these are necessary to validate the faults identified in situ, related to joint orientation and how slope faults are produced. This analysis enables the selection of a suitable O-factor, essential for Q-slope calculation. Based on the kinematic analysis, the amount of joint sets present can be ratified, and therefore, the value of Jn that represents the analyzed slope can be defined.

The main issue encountered when using the Q-slope index is the precise determination of the O-factor in those slopes affected by toppling failures. In addition, this O-factor is highly biased when quantifying slopes affected by toppling ruptures. The authors of the Q-slope method determined that applying the O-factor to toppling cases could consider the same criteria of planar and wedge cases. Still, in flexural and block toppling, the discontinuity and intersections dip inside the bedrock (180° more than direct planar failure). This suggests a revision is required when applying the O-factor to toppling (in Q-slope). With flexural toppling failure, there is just one joint set to be considered (as in planar failure), but the critical factor is slightly different. Direct or block toppling is infrequent because it involves three joint sets, of which two present an intersection dipping inwards between the rock mass and the basal plane. Regarding block toppling failure, the O-factor should consider the intersection pole of the two planes that delimit the corner. This intersection must dip towards the mountain. The O-factor should also consider the basal joint of the block in a similar approach to the kinematic assessment of planar failure. However, obtaining an O-factor value from the corner intersection or basal joint analyses is not recommended.

This research indirectly validates the Jwice and SRFa parameters by providing data collected at different altitudes or extreme topographic zones in very humid tropical and high mountain environments with ice. The results emphasize the need to determine the quality of the rock and the stress to which it is subjected (Jwice and SRFb parameters) when calculating the Q-slope. A relevant contribution presented herein is the statistical reliability assessment based on a confusion matrix to establish Q-slope's individual and general predictive precision, providing high metrics.

The analysis of the results obtained from the confusion matrix indicates that data confusion can be attributed to the current threshold for quasi-stable slopes in the Q-slope graph proposed by Barton and Bar in 2015. This zone presents conservative (considering safety) values between Q-slope values of 0.02 and 0.4 and slope angles between 35 and 84 on the Q-slope stability graph. This singularity in the Q-slope graph requires further research that enables the zone's broadening, as proposed by Jorda [ 19]. It must be highlighted that the six slopes that were not classified as quasi-stable by the Q-slope method and do not present evident field instability processes are located very close to the area of uncertain stability proposed by the authors of the method in 2015. The potential broadening of the zone of quasi-stable slopes would improve the confusion matrix metrics presented in this study, obtaining future results in favor of the empirical method studied herein.

6. Conclusions

Rock mass classifications have been successfully used worldwide for rock slope characterization for multiple reasons: effectiveness due to their connection with empirical methods and dissemination and communication across scientists, engineers, and the general public. In other words, rock mass classifications "put numbers to geology" [ 35]. The Q-slope method was applied herein in three natural regions of Ecuador-coast, mountains, and jungle-where igneous, sedimentary, and metamorphic rocks exhibiting different weathering conditions were found.

The result of the stability analysis using the Q-slope method determined that of the 30 slopes analyzed, 25 are in unstable conditions, 1 is almost stable, and 4 slopes are in stable conditions. The results demonstrated that instability processes occur for slopes starting at 61 degrees of inclination and 6 m high.

One of the main modifications implemented in the Q-method for its application to slopes is the shear strength, which, in our specific case, is obtained by multiplying the Jr/Ja ratio by the new O-factor. Nevertheless, when slopes that present toppling failures are studied, the method does not clearly establish the values to be considered for the O-factor (differently from the cases of planar and wedge failures). Therefore, future investigation is advisable to determine the O-factor values rigorously and accurately, especially for the toppling cases. The parameter could depend on the difference in strikes and dips between slope and joints, following the determination of the F1, F2, and F3 factors of the SMR correction.

Considering the values obtained and the metrics calculated for each class of statistical case a, it can be concluded that as sub-class 1 presents high values for precision and recall, the method can perfectly classify this sub-class. For sub-class 2, a high precision value is obtained with a low recall value; in this case, the method does not classify this class very well-however, when it does, it is highly reliable. For sub-class 3, the model provides a low precision value and a high recall value, which suggests that the method classifies the sub-class well but can also confuse the individuals of other sub-classes. The F1 score values obtained for each sub-class in the different statistical cases analyzed present values that range from 0.62 to 1, indicating that the Q-slope method is a balanced method that can confuse some cases as false but is also capable of correctly classifying all positive true cases, such as those of sub-class 1 of statistical case a. Only sub-class 2 of statistical case a returned an F1 score value of 0.25, which means that the model can confuse values as false for this specific case. Sub-classes 2 for statistical cases b and c present null values because the calculated FoS is a fixed value that only defines if the slope is stable or unstable. In these cases, a direct association could not be made between the quasi-stability obtained in situ and that predicted by the empirical method and FoS.

In general, considering that overall accuracy can be divided into quartiles, classifying quartile C1 as bad, C2 as intermediate, C3 as good, and C4 as very good, the value obtained for OA herein occupies the highest quartile, ranking the method as very good.

The results demonstrated the applicability and reliability of the Q-slope method in Ecuador. This Andean country can be considered a natural laboratory for geosciences because of its diversity in geological, geomorphological, and environmental conditions.

Author Contributions

Conceptualization, C.B.B., L.J. and R.L.; methodology, C.B.B. and L.J.; validation, C.B.B., L.J., R.L., R.T., M.C. and A.R.; formal analysis, L.J., R.T. and C.B.B.; investigation, C.B.B., L.J. and R.L.; writing-original draft preparation, C.B.B., L.J., R.L., R.T., M.C. and A.R.; writing-review and editing, C.B.B. and L.J.; supervision, C.B.B., L.J., R.L., R.T., M.C. and A.R. All authors have read and agreed to the published version of the manuscript.

Funding

This work was partially funded by the University of Alicante (vigrob-157 project), the Prometheus Project of the Secretariat of Higher Education, Science, Technology and Innovation of the Republic of Ecuador (for field data acquisition from 2014 to 2015), FCI Projects at the Faculty of Natural Sciences of University of Guayaquil, and by Conselleria de Innovación, Universidades, Ciencia y Sociedad Digital in the framework of the project CIAICO/2021/335.

Institutional Review Board Statement

Informed Consent Statement

Data Availability Statement

Acknowledgments

The authors are grateful to Roberto Chan and Marlon Cabrera at ESPOL for their assistance in gathering data along the Guayaquil slope. Thanks are extended to Rafael Jordá (Rudnik engineers, S.L.) and Ximena Robles for their collaboration in Coaque and Papallacta, respectively. Special thanks are given to RocscienceEducation version at ESPOL and the MSc and Ph.D. Students.

Conflicts of Interest

The authors declare no conflict of interest.

References

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Figure 3. Case studies analyzed herein: ( a) failure modes, stability, and study regions, ( b) stability and slope angle, and ( c) stability and height.

Figure 4. Type of stability: ( a) stable slope no. 2 of the School of Natural Sciences University of Guayaquil; ( b) Quasi stable slope no. 22 on the Ambato-Guaranda road, slopes of the Chimborazo volcano; ( c) unstable slope no. 9 of the Cahuají-Cotaló highland region road; ( d) slope no. 15 in El Cajas, which presents overturning type rupture; ( e) slope no. 14, in Papallacta (Ecuador), where block toppling is present in basaltic columns; ( f) slope no. 5, in the Bellavista area, Guayaquil (Ecuador), which presents planar failure in siliceous siltstones; and ( g) slope no. 8, in the Coaque-Santa Teresa roadway (Ecuador), which shows wedge failure in andesitic basalts.

Figure 5. Q-slope data of the 30 analyzed slopes plotted over the slope angle and rock mass quality chart proposed by Barton and Bar (2017). Refer to Table 1 for more details on the slopes.

Figure 6. Modification proposal for limit lines separating stability categories. Plotted over the slope-angle and rock mass quality chart proposed by Barton and Bar (2017) with the results from Figure 5.

No.

Zone of Ecuador

Slope Dip

Slope Dip Direction DipDir

Failure Mode

Joint DipDir

Joint Dip

Joint 2 DipDir (Wedges)

Frictional Component FC (Degrees)

Factor of Safety FS

Stability Factor of Safety

Borja Bernal C, Laín R, Jordá L, Cano M, Riquelme A, Tomás R. Stability Assessment of Rock Slopes Using the Q-Slope Classification System: A Reliability Analysis Employing Case Studies in Ecuador. Applied Sciences. 2023; 13(13):7399. https://doi.org/10.3390/app13137399

Chicago/Turabian Style

Borja Bernal, Cesar, Ricardo Laín, Luis Jordá, Miguel Cano, Adrián Riquelme, and Roberto Tomás. 2023. "Stability Assessment of Rock Slopes Using the Q-Slope Classification System: A Reliability Analysis Employing Case Studies in Ecuador" Applied Sciences 13, no. 13: 7399. https://doi.org/10.3390/app13137399

Borja Bernal, C., Laín, R., Jordá, L., Cano, M., Riquelme, A., & Tomás, R. (2023). Stability Assessment of Rock Slopes Using the Q-Slope Classification System: A Reliability Analysis Employing Case Studies in Ecuador. Applied Sciences, 13(13), 7399. https://doi.org/10.3390/app13137399

# data[].attributes.attachment_link.title
Stability Assessment of Rock Slopes Using the Q-Slope Classification System: A Reliability Analysis Employing Case Studies in Ecuador

# data[].attributes.attachment_link.description
Q-slope is one of the most recent empirical geomechanical classification systems and the least studied in South America. This study aims to expand the knowledge base regarding the Q-slope geomechanical method and demonstrate its applicability and reliability in rock slopes of Andean countries, such as Ecuador.

# data[].attributes.body
Año: 2021

País: República Dominicana

Titulo: Resilience Dominican Republic: hazards and adaptation

Objetivo: Evaluar riesgos naturales y resiliencia.

Variables: Inundación, huracanes, deslizamientos.

Metodologia: Informe técnico con datos nacionales.

Aportes: Recomendaciones de gestión de riesgo y planificación.

URL/DOI/Handdle: https://documents1.worldbank.org/curated/en/642301635277845386/pdf/360-Resilience-Dominican-Republic.pdf?utm.com

# data[].attributes.body
Año: 2021

País: República Dominicana

Titulo: UAS to evaluate landslide induced by construction

Objetivo: UAS to evaluate landslide induced by construction.

Variables: Deformación, volúmenes, geometría del talud.

Metodología: UAS fotogrametría, modelos 3D.

Aportes: Rápida cartografía y cuantificación de desplazamientos.

URL/DOI/Handdle: https://www.iaarc.org/publications/fulltext/085%20ISARC%202021%20Paper102.pdf?utm.com

# data[].attributes.body
Año: 2023

País: República Dominicana

Titulo: A geotechnical evaluation of the Cumba Pit Slope Failure

Objetivo: Back-analysis del colapso del talud de la mina Cumba.

Variables: Estructura, GSI, UCS, humedad, planos de falla.

Metodología: Fotogrametría, InSAR, modelado LEM/FEM.

Aportes: Ejemplo aplicado de fallo estructurado; importancia de monitorización y condiciones saturadas.

URL/DOI/Handdle: https://www.researchgate.net/publication/363566396_A_geotechnical_evaluation_of_the_Cumba_Pit_Slope_Failure_Dominican_Republic

# data[].attributes.body
Año: 2024

País: USA

Titulo: Improve Highway Safety by Reducing the Risks of Slope Failure

Objetivo: Revisión de medidas de diseño para estabilidad de taludes en carreteras.

Variables: Ángulo de talud, drenaje, muros, geomallas.

Metodología: Revisión técnica y recomendaciones de diseño.

Aportes: Guía práctica para mitigación en carreteras.

URL/DOI/Handdle: https://rosap.ntl.bts.gov/view/dot/78031/dot_78031_DS1.pdf?utm_source=chatgpt.com

# data[].attributes.headline
Del Carmen Mendoza, Y., & Bravo Gómez, E. M.

# data[].attributes.subject
Del Carmen Mendoza, Y., & Bravo Gómez, E. M.

# data[].attributes.body
Año: 2023

País: República Dominicana

Titulo: Riesgos geotécnicos y sus sistemas de control en las empresas mineras en la provincia Sánchez Ramírez

Objetivo: Evaluar los riesgos geotécnicos y los sistemas de control utilizados en las empresas mineras.

Variables: Parámetros geotécnicos en diseño minero, Mapas de riesgo, desplazamientos.

Metodología: Observación directa, software especializado, fichas de recolección de datos.

Aportes: Mejora los protocolos de seguridad en zonas cercanas a taludes, Prevención de riesgos en minería.

URL/DOI/Handdle: https://catalogo.uteco.edu.do/cgi-bin/koha/opac-detail.pl?biblionumber=23205&query_desc=kw%2Cwrdl%3A%20Taludes

# data[].attributes.headline
Mesa Pérez, Y., Leocadio García, J. Á., Otáñez Jiménez, R. J., Jiménez Regalado, M. E., & Rodríguez Ortega, W. A.

# data[].attributes.subject
Mesa Pérez, Y., Leocadio García, J. Á., Otáñez Jiménez, R. J., Jiménez Regalado, M. E., & Rodríguez Ortega, W. A.

# data[].attributes.body
Año: 2024

País: República Dominicana

Titulo: Riesgos laborales en la construcción y mantenimiento de las infraestructuras viales, provincia Sánchez Ramírez

Objetivo: Diseñar un programa de seguridad y prevención de riesgos laborales en proyectos viales.

Variables: Nivel de conocimiento en seguridad ocupacional, Normativas legales.

Metodología: Diseño descriptivo con enfoque cuantitativo y cualitativo.

Aportes: Identificación de los principales riesgos laborales en el sector de infraestructura vial.

URL/DOI/Handdle: https://catalogo.uteco.edu.do/cgi-bin/koha/opac-detail.pl?biblionumber=23634&query_desc=kw%2Cwrdl%3A%20materiales%20de%20construcción

# data[].attributes.headline
Rivadeneira Cedeño, J. G., & Ortiz Hernández, E.

# data[].attributes.subject
Rivadeneira Cedeño, J. G., & Ortiz Hernández, E.

# data[].attributes.body
Año: 2024

País: República Dominicana

Titulo: Estabilización de laderas y protección ante los deslizamientos con túneles falsos: caso de estudio vía Alóag Santo Domingo

Objetivo: Regulación Técnica.

Variables: Deslizamientos, túneles falsos, prospección geofísica.

Metodología: Estudios geotécnicos, software SLIDE y pase de Rocscience.

Aportes: Normas para estudios geotécnicos en RD.

URL/DOI/Handdle: https://doi.org/10.59169/pentaciencias.v6i4.1121

# data[].attributes.attachment_link.title
Estabilización de laderas y protección ante los deslizamientos con túneles falsos: caso de estudio vía Alóag Santo Domingo | Revista Científica Arbitrada Multidisciplinaria PENTACIENCIAS

# data[].attributes.attachment_link.description
Los deslizamientos de tierra, provocados por la inestabilidad de taludes, son un problema recurrente en la carretera Alóag-Santo Domingo en Ecuador, causando significativas pérdidas humanas y materiales. Este estudio revisa las técnicas de estabilización de laderas mediante túneles falsos, enfocándose en su efectividad para mitigar deslizamientos en esta vía. El objetivo principal es analizar la efectividad de los túneles falsos en la estabilización de laderas y la protección contra deslizamientos. Se analizaron estudios geotécnicos detallados, incluyendo prospección geofísica mediante sísmica de refracción y resistividad eléctrica. Los datos obtenidos se analizaron con software especializado (SLIDE v 6.0 y Phase de Rocscience) para evaluar la estabilidad de los taludes y determinar medidas de estabilización necesarias. Las metodologías incluyeron el método MMST, la excavación a cara completa con soporte de control de deformaciones y el uso de concreto reforzado con fibras de acero (SFRC). Los estudios geotécnicos identificaron materiales críticos como limos arenosos, coluviones y rocas volcánicas. La implementación de túneles falsos, utilizando metodologías avanzadas, mejorará significativamente la estabilidad y seguridad de las laderas. Estas técnicas demostraron ser efectivas para manejar grandes deformaciones y asegurar la integridad de la infraestructura vial. La implementación de túneles falsos en la vía Alóag-Santo Domingo ha demostrado ser una solución robusta y eficiente para la estabilización de laderas.

# data[].attributes.headline
Arias Valencia, D. C., & Aristizábal Arias, J. A.

# data[].attributes.subject
Arias Valencia, D. C., & Aristizábal Arias, J. A.

# data[].attributes.body
Año: 2024

País: Colombia

Titulo: Análisis probabilístico de estabilidad de taludes con falla planar en la Comuna Universitaria de la ciudad de Manizales

Objetivo: Estimar los factores de seguridad y la probabilidad de falla planar en los taludes de la Comuna Universitaria.

Variables: Falla, Deslizamiento, Taludes.

Metodología: Probabilidad de falla, según criterios del Servicio Geológico Colombia.

Aportes: Señala que el nivel freático es uno de los parámetros de mayor impacto en la probabilidad de falla del talud.

URL/DOI/Handdle: https://www.scielo.cl/scielo.php?script=sci_arttext&pid=S0718-07642024000300001&lang=en

# data[].attributes.attachment_link.title
Análisis probabilístico de estabilidad de taludes con falla planar en la Comuna Universitaria de la ciudad de Manizales (Colombia)

# data[].attributes.body
Año: 2022

País: Perú

Titulo: Evaluación y Control de Deslizamiento de Taludes entre el Km 59 al Km 63 de la Carretera Cajamarca-Ciudad de Dios, 2019

Objetivo: Evaluar y controlar deslizamientos.

Variables: Estabilidad de taludes, software Dips V6 y Slide V2.

Metodología: Estudio descriptivo y análisis software.

Aportes: Métodos para control y mejora de estabilidad de talud.

URL/DOI/Handdle: https://repositorio.unc.edu.pe/handle/20.500.14074/5102

# data[].attributes.attachment_link.title
Evaluación y Control de Deslizamiento de Taludes entre el Km 59 al Km 63 de la Carretera Cajamarca-Ciudad de Dios,2019

# data[].attributes.attachment_link.description
Esta investigación estuvo dirigida a, evaluar y controlar los deslizamientos de los taludes en el tramo km 59 al km 63 de la carretera Cajamarca - Ciudad de Dios, 2019. Para ello se determinó el factor de seguridad de las diferentes estaciones de trabajo planificadas, en función de estos parámetros se plantearon métodos de estabilidad, como por ejemplo el rediseño de los taludes, así como también la construcción de banquetas en los taludes, en la zona de estudio, además para dicho análisis se utilizó el software Dips V6, para el análisis de fracturas y el software Slide V2, para determinar el factor de seguridad de los taludes. La investigación fue descriptiva; es descriptiva porque describió cómo es la realidad (características litológicas, estructuras, etc). También por qué y cómo se relacionan las características litológicas, estructurales, presencia de agua y en la explicación se da a conocer las razones, las causas de ¿por qué se da esta relación? Las muestras fueron los taludes en el tramo del km 59 al km 63 de la carretera Cajamarca - Ciudad de Dios. En la zona de estudio se producen pequeñas deformaciones, a menudo imperceptibles. Las fases de rotura se evidencian por grandes fallas en conjunto provocando socavamiento en contra del talud, presentando intenso fracturamiento comportándose en algunas partes como derrubio. Dentro de las propiedades de los suelos se inició con el análisis de filtración de agua, se realizó tres puntos de muestreo, cada 30 metros en la zona de estudio, los agujeros de prueba tuvieron 15 centímetros de diámetro, con una profundidad mínima de 10 centímetros, la tasa de infiltración es de 10 min/cm.

# data[].attributes.body
Año: 2024

País: Perú

Titulo: Análisis de riesgos en el deslizamiento de taludes mediante los modelos probabilísticos y determinístico en el sector Pariacoto

Objetivo: Analizar los riesgos en el deslizamiento de taludes mediante los modelos probabilísticos y determinístico en el sector Pariacoto.

Variables: Modelado de taludes, modelos probabilísticos, análisis de factor de seguridad, geometría del talud.

Metodología: Observación y análisis de medición, ensayo de corte directo.

Aportes: Se concluyo que el talud es inestable en condiciones estáticas por su gravedad y precipitaciones pluviales.

URL/DOI/Handdle: http://hdl.handle.net/20.500.12969/3910

# data[].attributes.attachment_link.title
Análisis de riesgos en el deslizamiento de taludes mediante los modelos probabilístico y determinístico en el sector Pariacoto, carretera Huaraz – Casma, Ancash 2024

# data[].attributes.attachment_link.description
La investigación permite el análisis de los riesgos asociados con el deslizamiento de taludes como riesgo permanente en el sector Pariacoto, de la carretera Huaraz-Casma; siendo importante identificar los riesgos mediante modelos probabilísticos y determinísticos. Estos modelos permiten calcular el Factor de Seguridad de los taludes, proporcionando una evaluación cuantitativa de su estabilidad bajo diferentes condiciones geotécnicas y climáticas; en ese contexto, el objetivo es “determinar el análisis de riesgos en el deslizamiento de taludes mediante los modelos probabilístico y determinístico en el sector Pariacoto, carretera Huaraz – Casma, Áncash 2024”. El diseño metodológico es de enfoque cuantitativo, nivel relacional y diseño no experimental. En la tesis se realizaron tres calicatas en las progresivas 60+910, 60+950 y 60+990 km respectivamente, las primeras dos eran de grava bien gradada con arcilla y arena y la tercera calicata arena pobremente gradada con arcilla y grava. Las secciones se modelaron con el programa SLIDE, según la metodología determinística de Taylor y Probabilística de Monte Carlo, determinando que el promedio del factor de seguridad estático y de infiltración es (0.751 y 0.745), (0.750 y 0.746) y el factor de seguridad dinámico y con infiltración de (0.578 y 0.467), (0.576 y 0.467). Por tanto, los FS son menores al mínimo exigido por la normatividad (1.50 y 1.25, respectivamente). Concluyendo que el talud es inestable en condiciones estáticas por su gravedad principalmente por precipitaciones pluviales, así mismo, en condiciones dinámicas el talud es inestable frente a un evento sísmico, aún más si a este evento se suma la precipitación pluvial.

# data[].attributes.headline
Herbert, R., Soto, A., Gallegos, R., &  Nixon, R. 

# data[].attributes.subject
Herbert, R., Soto, A., Gallegos, R., &  Nixon, R. 

# data[].attributes.body
Año: 2021

País: Perú

Titulo: Estudio y evaluación comparativa entre suelos reforzados con geomalla y muros de concreto armado para la estabilización de taludes

Objetivo: Determinar la relación que existe entre suelos reforzados con geomallas y muros de contención, respecto a las ventajas técnicas y económicas para estabilización de taludes.

Variables: Muros de contención, taludes de carreteras, geomallas.

Metodología: Muros de contención, taludes de carreteras, geomallas.

Aportes: Los muros de suelo reforzados con geomallas presentan ventajas técnicas y económicas demostradas frente al muro de concreto armado.

URL/DOI/Handdle: https://hdl.handle.net/20.500.14597/4100

# data[].attributes.headline
Castillo Pérez, P., Vergara Farias, L., Chalas, J. & Vicioso, F. 

# data[].attributes.subject
Castillo Pérez, P., Vergara Farias, L., Chalas, J. & Vicioso, F. 

# data[].attributes.body
Año: 2020

País: México-Republica Dominicana

Titulo: Revisión histórica de los deslizamientos de terreno superficiales causados por lluvias, casos: México y Republica Dominicana

Objetivo: Mostrar casos de deslizamientos de terreno provocados por el huracán Ingrid y la tormenta tropical Manuel que ocurrió en México, así como impactos económicos y ambientales en las zonas mas susceptibles de RD.

Variables: Deslizamientos, lluvias, Impacto.

Metodología: Recolección de datos existentes, análisis cuantitativo.

Aportes: Reseña de eventos de deslizamientos y perspectiva actual que describe el impacto social, económico y natural para México y RD.

URL/DOI/Handdle: https://doi.org/10.29104/phi-aqualac/2020-v12-1-09

# data[].attributes.attachment_link.readable_text
Resumen

Historical review of rainfall-caused shallow landslide, cases: Mexico and Dominican Republic.

Los deslizamientos de terreno superficial causados por la lluvia son fenómenos que ocurren alrededor del mundo bajo determinadas condiciones, y han tenido un fuerte impacto en los ámbitos social, económico y ambiental, lo que lo ha llevado a ser un tema de investigación que se ha estudiado a lo largo del tiempo. En este artículo se muestran casos de deslizamientos de terreno superficiales inducidos por las lluvias provocadas por el huracán Ingrid y la tormenta tropical Manuel, que ocurrió en México, en el estado de Oaxaca, en Septiembre de 2013, así como una reseña sobre los impactos sociales, económicos y ambientales en las zonas más susceptibles de República Dominicana.

# data[].attributes.attachment_link.title
Revisión histórica de los deslizamientos de terreno superficiales causados por lluvias, casos: México y República Dominicana.

# data[].attributes.attachment_link.description
Historical review of rainfall-caused shallow landslide, cases: Mexico and Dominican Republic. Los deslizamientos de terreno superficial causados por la lluvia son fenómenos que ocurren alrededor del mundo bajo determinadas condiciones, y han tenido un fuerte impacto en los ámbitos social, económico y ambiental, lo que lo ha llevado a ser un tema de investigación que se ha estudiado a lo largo del tiempo.

# data[].attributes.headline
Chaparro Sarmiento, L. D., Castañeda Quijano, W. J., &  Sánchez  Ortiz, O. F. 

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Chaparro Sarmiento, L. D., Castañeda Quijano, W. J., &  Sánchez  Ortiz, O. F. 

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Año: 2021

País: Colombia

Titulo: Influencia del vetiver y eucalipto en la estabilidad de taludes

Objetivo: Determinar la influencia del vetiver y eucalipto en la estabilidad de taludes.

Variables: Estabilidad del talud, factores geotécnicos, tipos de suelos, tipo de rocas.

Metodología: Muestreo de suelos, análisis de laboratorio, software, análisis estadísticos.

Aportes: Se demostró la efectividad del eucalipto en la estabilidad de taludes.

URL/DOI/Handdle: https://doi.org/10.18273/revuin.v20n4-2021014

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Influencia del vetiver y eucalipto en la estabilidad de taludes | Revista UIS Ingenierías

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At the local ambit, eucalyptus and vetiver are common plants in Colombia, which can consider by their stabilizing effect by local engineers. It was carried out an analysis of the effect on stability produced by eucalyptus and vetiver on different kinds of soils, varying the geometry, the inclination angle, and considering the water table effect. The method of analysis used is the limit equilibrium under the Mohr-Coulomb criteria. The root effect shown in cohesion added varies depending on soil depth, and plant type, as well as the weight of eucalyptus, are the parameters that are considered in the use of vegetation as a slope stabilizing agent. The effect of water on the slope can be seen in the results, being significant in the slope safety factor, especially when the inclinations angles are low and affected by the type of vegetation present. Finally, the effectiveness of eucalyptus in slope stability was demonstrated, the only negative factor being its weight on high slopes, while the contribution offered by the young vetiver to the stability of the slope is not very significant.

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Palacio Pacheco, O. V., Cadena Carrillo, G. &  Ortega Sinning, E. R.

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Palacio Pacheco, O. V., Cadena Carrillo, G. &  Ortega Sinning, E. R.

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Año: 2021

País: Colombia

Titulo: Zonificación geotécnica de los suelos de la ciudad de Valledupar mediante utilización de un SIG

Objetivo: Conocer como están constituidos los suelos para la realización de infraestructuras.

Variables: Geotecnia, tipos de suelos, SIG, cartografía.

Metodología: Creación de base de datos, muestras de suelo, pruebas de campo, análisis de los resultados.

Aportes: Se definió que la cuidad puede soportar cimientos para edificaciones de mas de 10 niveles y se encontró el nivel freático a partir de 1,2 metros de profundidad.

URL/DOI/Handdle: https://doi.org/10.33571/rpolitec.v17n33a9

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Zonificación geotécnica de los suelos de la ciudad de Valledupar mediante utilización de un SIG | Revista Politécnica

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Se realizó la zonificación geotécnica de los suelos en la ciudad de Valledupar (cesar) mediante la recolección de datos en diferentes laboratorios de suelos, además de la obtención de muestras por parte de los investigadores. Con dicha información se creó la base de datos necesaria para la investigación. Se obtuvieron gráficos para las diferentes características. Los principales tipos de suelos encontrados fueron SC y SM, así como también suelos GW que se presentan en todas las comunas de la ciudad. El nivel freático se encontró a partir 1,2 metros de profundidad. Desde el punto de vista del RAS, la presente investigación contiene la información necesaria para los estudios previos que dicho reglamento requiere. Se define que la ciudad puede soportar cimientos para edificación de más de 10 niveles siendo las capacidades de carga a los 4 metros superior a los 50 ton/m2, en zonas con altos porcentajes de grava, estas áreas serán las de mayor incidencia a la hora de aumentar la cobertura de redes de acueducto y alcantarillado.
 
The geotechnical zoning of the soils was carried out in Valledupar (Cesar) by collecting data in various soil laboratories and obtaining samples. The research database was created. The types of soils found were SC, SM and GW identified in all the communes of the city. The water table was found from a depth of 1.2 meters. The document contains the necessary information for geotechnical studies of the area where it is concluded that the city can support building foundations of more than 10 levels, in areas with high percentages of gravel, these areas will be the ones with the highest incidence when increasing coverage of aqueduct and sewerage networks. It is the first geotechnical research study through geographic information models in Valledupar; This indicates the generation of a technical and bibliographic resource for quick consultation

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Acosta Flores, A. M., Belén García, L., Martínez Hilario, Y. R. 

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Acosta Flores, A. M., Belén García, L., Martínez Hilario, Y. R. 

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Año: 2023

País: República Dominicana

Titulo: Caracterización Geoquímica de los Sedimentos de la Presa de Hatillo

Objetivo: Analizar la composición geoquímica de los sedimentos depositados en la Presa de Hatillo y su relación con las actividades antrópicas y naturales de la zona.

Variables: Composición mineralógica, concentración de metales, pH, textura del sedimento.

Metodología: Toma de muestras de sedimentos, análisis geoquímico en laboratorio, interpretación de resultados mediante métodos comparativos.

Aportes: Identifica niveles de contaminación y características sedimentarias relevantes para estudios de estabilidad y erosión en el área.

URL/DOI/Handdle: https://catalogo.uteco.edu.do/cgi-bin/koha/opac-detail.pl?biblionumber=23477

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Mesa Pérez, Y.; Leocadio García, J. Á.; Otáñez Jiménez, R. J.; Jiménez Regalado, M. E.; Rodríguez Ortega, W. A.

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Mesa Pérez, Y.; Leocadio García, J. Á.; Otáñez Jiménez, R. J.; Jiménez Regalado, M. E.; Rodríguez Ortega, W. A.

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Año: 2024

País: República Dominicana

Titulo: Riesgos laborales en la construcción y mantenimiento de las infraestructuras viales, provincia Sánchez Ramírez

Objetivo: Diseñar un programa de seguridad y prevención de riesgos laborales en proyectos viales.

Variables: Nivel de conocimiento en seguridad ocupacional, aplicación de normativas, control de riesgos.

Metodología: Diseño descriptivo con enfoque cuantitativo y cualitativo.

Aportes: Identifica los principales riesgos geotécnicos y ocupacionales presentes en las obras viales de Sánchez Ramírez.

URL/DOI/Handdle: https://catalogo.uteco.edu.do/cgi-bin/koha/opac-detail.pl?biblionumber=23634

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Año: 2022

País: República Dominicana

Titulo: Complejo Recreacional Eco-Turístico Presa de Hatillo

Objetivo: Diseñar un proyecto arquitectónico sostenible que aproveche los recursos naturales de la zona de la Presa de Hatillo.

Variables: Uso del suelo, sostenibilidad ambiental, infraestructura vial.

Metodología: Estudio de impacto ambiental, diseño conceptual y análisis territorial.

Aportes: Genera propuestas de desarrollo eco-turístico compatibles con la conservación de la estabilidad de laderas.

URL/DOI/Handdle: https://repositorio.unibe.edu.do/entities/publication/f7229350-224a-47bf-972e-f85882666dd8

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Año: 2021

País: Ecuador

Titulo: Análisis geomecánico del macizo rocoso que conforma los taludes del sector la era-San Bernabé, Catamayo-Loja

Objetivo: Determinar la resistencia de los materiales frente a los esfuerzos que están sometidos, y su calidad.

Variables: Resistencia a compresión, índice RMR, macizo rocoso.

Metodología: Toma de muestras, ensayos de compresión simple e interpretación de los resultados.

Aportes: Provee una caracterización geomecánica del macizo rocoso en ese tramo vial específico de Ecuador (sector La Era-San Bernabé).

URL/DOI/Handdle: http://dspace.uazuay.edu.ec/handle/datos/11146

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Dspace de la Universidad del Azuay: Análisis geomecánico del macizo rocoso que conforma los taludes del sector la era-San Bernabé, Catamayo-Loja

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Guevara Mendoza, J. C., Vigo Casanova, O. J.

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Guevara Mendoza, J. C., Vigo Casanova, O. J.

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Año: 2021

País: Perú

Titulo: Estudio geomecánico-geotécnico para el diseño de estabilidad de taludes, entre la progresiva del 07+580 al km 08+970, de la carretera Choropampa- Asunción, sector Salabamba, Cajamarca-2021

Objetivo: Diseñar un sistema de estabilización para los taludes en la carretera entre la progresiva 07+580 y 08+970.

Variables: RMR, GSI (Geological Strength Index), factores de seguridad (FS).

Metodología: Recopilación de datos, análisis geomecánico- geotécnico, evaluación de estabilidad.

Aportes: Evaluación detallada de la estabilidad de los taludes en la carretera Choropampa-Asunción utilizando el software Slide V6 y Autocad 2019.

URL/DOI/Handdle: https://repositorio.upn.edu.pe/handle/11537/27910

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Author(s)
Guevara Mendoza, Jean Carlo
Vigo Casanova, Oscar Jhancarlos

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Estudio geomecánico-geotécnico para el diseño de estabilidad de taludes, entre la progresiva del 07+580 al km 08+970, de la carretera Choropampa- Asunción, sector Salabamba, Cajamarca-2021

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Año: 2022

País: España

Titulo: Estabilización de los taludes localizados entre los PK 21+500 y PK 22+000 de la carretera CV-580, en el término municipal de Bicorp (Valencia)

Objetivo: Analizar y proponer soluciones para la estabilización de los taludes localizados entre los PK 21+500 y PK 22+000 de la carretera CV-580.

Variables: Deslizamientos, laderas, geotecnia, talud.

Metodología: Se realizo una inspección in situ, y se utilizo información geotécnica de estudios previos.

Aportes: Se presentaron alternativas de estabilización adaptadas a las características geotécnicas y ambientales del área, como el uso de anclajes y drenajes.

URL/DOI/Handdle: https://riunet.upv.es/entities/publication/c157f8c0-1cbc-4a3d-a47e-85a0a8900844

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Estabilización de los taludes localizados entre los PK 21+500 y PK 22+000 de la carretera CV-580, en el término municipal de Bicorp (Valencia)

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[ES] El presente trabajo trata de analizar y resolver una importante inestabilidad de los taludes entre los PK 21+500 y PK 22+000 de la carretera CV-580 perteneciente a la Diputación de Valencia, que une las poblaciones de Quesa y Bicorp. Se trata de una carretera estrecha, de fuertes pendientes y muy sinuosa, con una sección a media ladera en el tramo de estudio. Desde su construcción, ha habido numerosos deslizamientos, cuya reparación consistía en retaluzar las laderas, construcción de muros de escollera a pie de los taludes, y además de la colocación de mallas de triple torsión para contener los deslizamientos parciales. La rotura de talud objeto de este trabajo se produjo en marzo de 2017, después de un episodio de intensas lluvias, y como resultado la carretera quedó fuera de servicio, totalmente cortada al tráfico. En este trabajo el alumno debe inspeccionar in situ la rotura del talud, las obras de emergencia realizadas para dar servicio a la carretera, cada una de las técnicas empleadas hasta el momento para estabilizar anteriores roturas con objeto de analizar el éxito de cada una de ellas. El alumno dispone de información geotécnica de estudios realizados por el Área de Infraestructuras de la Diputación de Valencia, donde se obtendrán las características geomecánicas de los estratos que se han visto afectados por la rotura de la ladera. Analizará la estabilidad global de la ladera y realizará un estudio de alternativas a fin de determinar la solución más adecuada bajo criterios técnicos, medioambientales, sociales y económicos principalmente.

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Mucuta, H. V., Watson Quesada,  R. L., Cartaya, M.

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Mucuta, H. V., Watson Quesada,  R. L., Cartaya, M.

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Año: 2020

País: Cuba

Titulo: Evaluación de estabilidad en taludes del yacimiento Castellano mediante el cálculo del factor de seguridad

Objetivo: El objetivo principal del estudio fue calcular el factor de seguridad (FS) en tres escenarios distintos (frentes I, II y III) para evaluar la estabilidad de los taludes.

Variables: Factor de seguridad, estabilidad de taludes, deslizamientos.

Metodología: Se utilizó el software Slide v.6.0 y se aplicaron los criterios de Bishop como parámetros de entrada.

Aportes: Evalúa la estabilidad de los taludes del yacimiento polimetálico Castellano en Cuba, que se extrae a cielo abierto.

URL/DOI/Handdle: http://scielo.sld.cu/scielo.php?pid=S1993-80122020000400441&script=sci_arttext

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Año: 2022

País: Colombia

Titulo: Aplicación de la técnica, que utiliza el flujo de acumulación, para determinar sitios en los que se puedan presentar nuevos deslizamientos, en taludes adyacentes a la Transversal Central del Pacifico (Sector Tadó – La Virginia)

Objetivo: Establecer a partir de modelos de elevación digital el flujo de acumulación y la acción antrópica en los alrededores a los taludes adyacentes a la vía Transversal Central del Pacifico.

Variables: SIG, QGI, deslizamientos, flujo de acumulación, modelos de elevación digital.

Metodología: Se inicio con el trabajo de campo, se recopilo la mayor información existente, se aplicaron herramientas tecnológicas para determinar la incidencia del flujo de acumulación.

Aportes: Ayuda a identificar sitios de deslizamientos asociados a causas antrópicas y la acumulación de flujo.

URL/DOI/Handdle: https://repositorio.unal.edu.co/bitstreams/c89925b5-417a-4050-a3d6-02bfe567bcb3/download

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Año: 2024

País: Perú

Titulo: Efecto de los umbrales de precipitación en el riesgo a deslizamiento de taludes naturales, asociación Túpac Amaru II, Huancayo-2023

Objetivo: Establecer los umbrales de precipitación que pueden incrementar el riesgo de deslizamientos de taludes naturales en la Asociación Túpac Amaru II.

Variables: Riesgo a deslizamientos, urbanización, vulnerabilidad, precipitación.

Metodología: Recolección de datos en campo, análisis de propiedades del suelo, simulación del factor de seguridad y clasificación del peligro.

Aportes: Estableció valores de precipitación que pueden desencadenar deslizamientos en taludes naturales.

URL/DOI/Handdle: https://alicia.concytec.gob.pe/vufind/Record/UNCP_2e832fe0916ae7e1edd6437d11786230

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Description: Efecto de los umbrales de precipitación en el riesgo a deslizamiento de taludes naturales, asociación Túpac Amaru II, Huancayo-2023

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El estudio del riesgo a deslizamientos es un aspecto de gran importancia, especialmente en zonas en proceso de urbanización, ya que no son conscientes del peligro al cual están expuestos, especialmente cuando estos pueden activarse en épocas de lluvia. Es por ello que el desarrollo de esta investiga…

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Perico Granados, N., Tovar Torres, C., Medina Naranjo, E., Acosta Castellanos, P., & Perico Martínez, N.

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Perico Granados, N., Tovar Torres, C., Medina Naranjo, E., Acosta Castellanos, P., & Perico Martínez, N.

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Año: 2025

País: Colombia

Titulo: Bioingeniería de taludes con árboles para disminuir deslizamientos: caso Betéitiva, Boyacá, Colombia

Objetivo: Observar los efectos de la siembra de eucaliptos en taludes naturales de la región, para disminuir o eliminar los deslizamientos de terreno.

Variables: Deslizamiento, erosión del suelo, eucalipto, nivel freático.

Metodología: Se sembraron siete mil arbolitos en el primer año y se hizo seguimiento para ver resultados. Se utilizó el método mixto para medir cantidades y se realizaron entrevistas.

Aportes: Probo de la efectividad de los eucaliptos en la estabilización de taludes.

URL/DOI/Handdle: https://revistas.utp.ac.pa/index.php/ric/article/view/4120

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Corporación Universitaria Minuto de Dios UNIMINUTO

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Bioingeniería de taludes con árboles para disminuir deslizamientos: caso Betéitiva, Boyacá, Colombia | Revista de Iniciación Científica

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El propósito de la investigación fue observar los efectos que genera la siembra de eucaliptos en un talud natural para disminuir o eliminar los deslizamientos del terreno. El problema estudiado son los procesos severos de erosión y deslizamientos, tanto por la explotación continua de monocultivos, sin tecnología, como por las explotaciones de carbón. Se desarrolló una investigación acción, con seguimiento por cerca de doce años, en el municipio de Betéitiva, Boyacá, Colombia. Se sembraron siete mil arbolitos en el primer año y se hizo seguimiento para ver resultados. Se utilizó el método mixto para medir cantidades y se tomaron entrevistas a profundidad, para conocer la opinión de quienes observaron el proceso, sobre las ventajas de usar estos árboles para evitar los deslizamientos y mejorar la estabilidad del terreno. Se encontró que los eucaliptos crecen en unos casos hasta treinta y cinco y cuarenta metros, con diámetros de hasta dos metros. Su raíz principal puede llegar a los veinte metros y su consumo de agua es muy alto. Entonces, para recuperar terrenos erosionados, bajar el nivel freático y detener deslizamientos los eucaliptos son árboles apropiados. Sin embargo, es recomendable hacer reforestaciones con árboles nativos, frutales y exóticos como el eucalipto para quitar presión a los primeros de acuerdo al terreno y al medio.