Publications

El equipo de Penetrómetro dinámico ligero a energía variable (PANDA) se ha destinado principalmente alcontrol de calidad de compactación, dejando de lado su uso para la clasificación o identificación del tipo de material, talcomo se ha hecho con resultados del ensaye de CPTu. Con un sondeo de PANDA se aprovecha la versatilidad de ser unequipo compacto y con posibilidad de acceder a zonas donde es complicado ingresar con equipos convencionales para laejecución de SPT y CPTu, con la finalidad de caracterizar los materiales en áreas específicas, de difícil acceso o donde nose requiere llegar a una profundidad mayor a los 5 m. En el presente artículo se propone el desarrollo de una correlaciónpara identificar el tipo de material a partir de la resistencia dinámica de punta (qd) de sondeos de PANDA, llevados a caboen un depósito con descarga de jales fluidos (slurry), partiendo de una calibración con resultados de pruebas de laboratorioen muestras de jales gruesos y jales finos (lamas) extraídas en el mismo punto de ejecución de los sondeos de PANDA,con el propósito de contar con una expresión con mayor aplicabilidad en los jales, que permita una rápida caracterizaciónen zonas superficiales o de difícil acceso dentro del depósito.

Dynamic penetrometer is a worldwide practice in geotechnical exploration and the French Panda®(1) lightweight variable energy is the most developed device nowadays. Widely used in France and other countries, The Panda penetrometer is relatively unknown for characterizing surface soils domain and the possibilities it offers. In this Article, the authors offer a brief review of the principle of measurement, its uses, advantages and disadvantages calibration, and interpretation, as well as the different relationships with other in-situ test (CPT, SPT…) and some geotechnical parameters. A summary of the works that can be found and that are based on this technology is also presented. The overall aim is to provide the reader with a basic historical document for a better understanding of the operation and analysis of the results obtained with this device, enabling it to be integrated, as a complement, into in situ investigation campaigns.

Dynamic penetration tests DPT have been routinely employed in the geotechnical characterization of thesubsoil in different types of engineering projects. The evaluation of the results of these tests has been performed consideringa limited number of parameters obtained in the field, so the definition of new parameters allows a more accurate evaluationof soil characteristics. The purpose of this paper is to present a methodology for the evaluation of the dynamic modulus(Ekd) based on the analysis of the dynamic force and velocity signals recorded in each hammer impact. Variable energyDPT tests were performed on Fontainebleau NE34 sand specimens in a K0 calibration chamber. For each hammer impacton the penetrometer, a decoupling and wave reconstruction method was applied to obtain the force and velocity signals atthe cone-soil interface, which are analyzed in the frequency spectrum to obtain the Ekd modulus. The results show that it ispossible to evaluate the dynamic modulus at different vertical loading conditions and independent of the impact energy levelof the hammer on the penetrometer.

Dynamic penetration tests (DPT) are largely applied for soil in situ characterization. Cone resistance assessment from DPT isusually based on driving formulas derived from Newtonian approach. These are nevertheless often considered inaccurate and unable to fullydescribe dynamic penetration phenomenon. Wave equation approach provides a more rigorous analysis but remains less common for practicalreasons (requiring instrumentation and a more complex analysis). Historically, driving formulas derived from Newtonian approach are oftenpreferred for its simplicity. Thus, these formulas still play a major role in DPT interpretation and their use is recommended by currentstandards. It is important to evaluate different methods derived from wave equation and also to verify if a simple approach, such as Dutchformula (DF), combined with good practice (e.g., energy measurement, skin friction control) can produce satisfactory results. For that,laboratory and field tests were performed employing instrumented dynamic penetrometers (a lightweight and a super-heavy dynamic penetrometer).The main contribution of this paper is demonstrating the importance of method applied when determining resistance from DPTand providing comparison between common methods when testing different type of soils. Results showed that on average DF results werecomparable to those from cone penetration test (CPT) resistance (diverging by no more than 15%). Wave equation methods results werecomparable (
30%) to CPT cone resistance in most cases when testing shallower nonplastic layers. CASE method underestimated by morethan 50% the resistance for shallower layers. DF including energy measurements produce lower results than all methods examined and up to50% inferior to CPT. This work shows that, for shallow soils, DF method does not produce less accurate for assessment of soil resistance thatwave equation-based methods. Other key aspect brought to light is that wave equation-based methods considerably overestimated resistancein deeper plastic saturated layers which suggests that skin friction correction application should also be considered in such conditions forthese methods. When only unsaturated zones are considered, these methods tend to underestimate resistance: Simplified method and tip forceintegration method produced results 18% and 24% inferior to CPT whereas DF with energy measurement and other wave equation methodssignificantly underestimated resistance (on more than 40%).

The degradation of the substructure plays a crucial role in the geometric deterioration of railway track. The condition of the substructure is evaluated by means of geotechnical diagnostics that consider various parameters, among which the geotechnical layer model stands out (Basye et al., 2020). The accuracy in the determination of this model is essential, since it significantly influences decision making and ensures the efficiency of the measures taken. In this study, data fusion is proposed to reduce the uncertainty and increase the reliability of the geotechnical layer model of the substructure. This technique combines different types of data and monitoring results, integrating geotechnical indicators (Pandoscope®) and volumetric geophysical measurements (Ground penetration radar - GPR). The results show that data fusion increases the accuracy of the geotechnical model, improving decision making in railway maintenance.

Railway tracks, like all civil works, experience degradation after being put into service, thus losing their initial design conditions. This degradation manifests itself mainly through misalignment and specific deterioration mechanisms of each component, which reduces safety and comfort during the passage of trains. In order to maintain their operational capabilities or prolong their service life, continuous monitoring, diagnosis and maintenance processes are carried out. These actions aim to restore the physical, mechanical and geometrical properties necessary for track operation. In practice, rail managers often employ hegemonic techniques such as geometric measurements to detect defects and routine maintenance to realign, known as tamping. Although these practices have proven to be effective, in some cases they do not technically and economically competently solve the root problem. For this reason, diagnosis should be multidisciplinary and incorporate various disciplines associated with the track components. This paper aims to highlight the importance and impact of geotechnical diagnosis in the management of railway networks. To achieve this, the Article has the following structure: (a) Railway track components: the main elements of the track are described and the role of geotechnical components in the stability of the infrastructure is highlighted, (b) Track degradation: The main deterioration of the track, such as loss of geometry, and its relation to the wear of the geotechnical elements are addressed, (c) Monitoring and monitoring: the most commonly used geotechnical inspection methods and their effectiveness in the analysis of granular material are presented, (d) Geotechnical diagnosis: Current maintenance management is analyzed and guidelines for a comprehensive diagnosis are suggested, highlighting cases where poor assessment has generated problems, (e) Maintenance techniques: Preservation methods are reviewed, stressing the importance of accurate diagnosis for their effectiveness, and (f) Future perspectives: Trends such as the use of artificial intelligence and advanced data management in the railway sector are explored.

In the context of railways, it is essential to have a reliable ground model to ensure their safety and smooth operation. To achieve this, geophysical monitoring, and geotechnical techniques, are often used. However, effectively combining geophysical and geotechnical data remains a challenge. In this study, a methodology based on data fusion of Ground Penetrating Radar (GPR) and Pandoscope data and based on belief functions is proposed in order to define the ground model of the railway substructure. The fusion of these data using Smets, Dempster-Shafer and PCR6 normalization rules allows to improve the character-ization of horizontal interfaces and to achieve an accurate assessment of the sub-surface conditions on railway tracks.

Although ballast layer can be characterized by different parameters, the literature notes the absence of global performance indicators of ballast in ser-vice. This Article presents a methodology that proposed to obtain local perfor-mance indicators (based on the functions performed by the ballast layer) and global performance indicators (based on the combination of the above). The pro-posed methodology consists of three phases: (i) the first is the performance of a functional analysis (FA) for the identification of the key functions of the ballast layer, (ii) application of the failure mode and effects analysis (FMEA) for the creation of the failure trees of the functions identified in the previous phase and (iii) application of data aggregation to combine the parameters and indicators in the form of a model to obtain the performance indicators. The results of perfor-mance indicators can be useful for the planning of corrective actions and in case of failures or defects to identify their causes. The methodology allows adapting the conditions and/or needs of each railway manager by modifying the failure modes and modifying the scales proposed for data aggregation.

Coastal beach and dune ecosystems are critically important for shoreline protection and significant resources have been allocated to their conservation. Dune vegetation is known to modify site response to wind, waves, and storms, but little focus has been given to understanding how belowground sediment structures enhance dune stability. A first step in addressing this knowledge gap is to determine optimal methods to measure subsurface sediment properties in onshore sandy environments. Our team performed a comparison of geotechnical and geophysical methods on a restored beach and dune system on Florida’s Atlantic coast. Methods included two types of dynamic cone penetrometer (DCP) systems, a multi-channel analysis of surface wave (MASW) system, a ground penetrating radar (GPR), soil vibracores, and grain size analyses. Two transects were investigated, a 50-meter cross-shore transect and an intersecting 20-meter along-shore transect. The transects were selected to study the gradient of sediment properties from the swash zone to the high dune. Key findings from this study were that the PANDA DCP provided a higher resolution of measurements compared to the standard DCP, which is extremely advantageous in the shallower, less consolidated soils. MASW shear wave velocity results showed similar trends to the DCP cone tip resistance and allowed for measurement of stiffer soils where the DCP reached refusal. In addition, the results from the DCP, GPR and vibracores compared well. Thus, the use of the DCP and GPR systems as minimally intrusive testing options in fragile dune systems was verified.

In an attempt to go beyond the conventional laboratory experiments widely reported in literature around the emerging technique ofsoil bio-cementation, this work addresses key challenges related to its large-scale application. Precisely, a state-of-the-art installation witha draining bottom boundary is introduced and a novel treatment strategy, based on ex-situ hydrolysis within a 1000 L bioreactor, isdescribed. Hydrolyzed solutions are injected in a tank filled with 0–4 mm sand, via a system of eight injection tubes to treat a total surfaceof 40 m2 across a depth of 2 m. A multilevel, spatial and temporal quality control system is used to monitor the injection processes acrossseveral cycles via chemical and hydraulic means. In total, 20.8 m3 of reactant solutions are supplied to the targeted zone, equal to onepore volume and over 120 chemical analyses are carried-out. Reaction efficiencies overall exceeded 80%, while by increasing the numberof treatment cycles, and thus calcification levels, a gradual increase in the recorded pressure at the injection inlet was captured, thatreached up to 75 kPa. Zones where the injection pressure increased the most are found to yield better resistance in the vicinity of thecorresponding injection tube. A dynamic penetrometer campaign reveals that increase in the tip resistance, is found to exceed 5 MPaand yields more homogenous response across the bottom 0.5 m of the tank, which is believed to reflect the effect of initial confinementon the deposition of calcite. For the zones with the highest cementation, correlated u’ values yield a 5
increase, while the oedometricmodulus is found to double. The results suggest that ex-situ bio-cementation, where hydrolysis occurs in bioreactors instead of inside thesoil mass, is capable of yielding similar precipitation efficiencies and mechanical improvement compared to traditional bio-cementation,where bacteria are injected directly into the soil. Finally, the monitoring of MICP at the scale of typical geotechnical works is discussedalong with the problematic of residual ammonium, which in this study is found to reach absorded quantities of 4 mol/L.

The progressive degradation of railway ballast over time increases the degree of ballast fouling and poses significant drainabilityconcerns leading to frequent maintenance activities. To avoid such issues, an effective and continuous characterization ofthe physical properties of the ballast layer is deemed necessary. This paper introduces the combined use of a bender element(BE) piezoelectric field sensor and a PANDA dynamic cone penetrometer for periodic evaluations of ballast condition overthe traffic use. To simulate various levels of ballast degradation, box tests were conducted using a dolomitic ballast materialcompacted in a laboratory-sized testbed with fouling indices ranging from zero to 39%. BE sensor pairs were embedded inthe ballast layer to calculate the small strain modulus behavior of the ballast assessed through shear wave velocity measurementsunder different confinement conditions. Strength profiles of the ballast at different fouling levels were also measuredusing the PANDA penetrometer. Experimental findings from both test methods indicate the existence of a dense state ofballast linked to a certain fouling index that maximized stiffness and strength characteristics of the tested ballast in dry condition.Accordingly, the potential use of BE field sensors embedded within in-service ballasted track coupled with periodicpenetration testing can be a viable approach to evaluate ballast layer degradation. Various void packing conditions associatedwith ballast fouling levels can be linked to important ballast layer modulus and strength behavior. Further, such smart sensingof ballasted track behavior can provide long-term performance monitoring solutions for ballast cleaning and maintenancescheduling.

Le phénomène de liquéfaction concerne certaines formations géologiques définies par leur nature (sables, limons,vases), granulométrie (uniforme, de 0,05 à 2 mm) ; cohésion (plasticité faible), densité (lâche et moyenne) et degré desaturation (saturée). Généralement ce phénomène a lieu dans des sols sableux non cohésifs et saturés ; mais aussi dansdes sables moyennement grossiers, des limons alluvionnaires, des cendres, des résidus miniers… qui peuvent formerdes dépôts peu denses et instables, particulièrement si ceux-ci présentent une granulométrie uniforme et des particulesde forme arrondies. La liquéfaction se produit principalement dans les sols proches de la surface (z < 15m) et rarementdans des couches plus profondes. La plupart des cas recensés dans la littérature concernent les 10 premiers mètres deprofondeur.

During the Petrinja earthquake sequence in December 2020, numerous liquefied sandejections came to the surface along the Kupa, Sava and Glina rivers in Quaternary alluvialsediments. In October 2022, we performed field investigation in the epicentral area, involvinggeotechnical and geophysical techniques, at different sites with sand ejecta or lateralspreading along the Kupa river. Geotechnical soundings were carried out with variable energydynamic cone penetrometer. We used both Light Dynamic Penetrometer (DPL - Panda)and its Super Heavy version (DPSH - Grizzly), to evaluate the soil characteristics and tospecify the geometries of the various subsurface sedimentary layers. This paper presentsone of the ground site models based on DPL and DPSH tests along with Electrical ResistivityTomography (ERT) profiles. The resulting models will contribute to a better understanding ofmechanical characteristics of soils and their potential to liquefy

Lateritic soils are the most common materials in tropical areas and widely used in pavement engineering. Infact, in these areas, pavement compaction control is generally performed through the measurements of thein-situ unit weight of the soils. However, these methods are time-consuming and expensive. So, in manycountries, methodology based on the use of the dynamic penetrometer has become widespread for rapid andless costly control of pavement quality. This methodology is efficient but requires calibration between thecone resistance and the dry unit weight. Due to the specific nature of lateritic soils, to their assumed widevariability and probably to other reasons, no calibration has actually been performed in-situ for these soils. Thecalibrations performed until now, has been carried out using chambers in the laboratory. This process providessome bias for the prediction of in-situ dry unit weight, due to the chamber boundary effects which affect coneresistance. This paper proposes a methodology that consists of testing the soils in-situ and in the laboratory,studying cone resistance according to compaction parameters in order to estimate the boundary effects andto propose a model to take them into account when predicting in-situ dry unit weight.

This work presents the results of tests carried out as part of the study of the influence of ballast fouling materials and compaction states on the dynamic cone resistance. It is a complement for a previous study on the statistical analysis of the influence of ballast fouling on penetrometer and geoendoscope data [1].As a result of this previous work, a particular behaviour of the average cone resistance was highlighted. The cone resistance (qd) initially increases with Fouling Index, highlighting the mechanical resistance to penetration improvement of the ballasted layer. Then, when the ballast is fouled, this mechanical resistance decreases. However, the tests cases This behaviour was highlighted for specimens without compaction differences.The present study exposes results obtained from similar test specimens compacted in two new distinct sates. For the same range of Fouling Index (FI), this study confirms the previously highlighted behavior for more compacted test cases with only sandy fouling material.

La caractérisation de sols est une condition indispensable pour le dimensionnement des fondations.Au niveau mondial, les travaux de caractérisation, dont l’objectif est de fournir les paramètres du solpermettant d’adapter l’ouvrage au terrain, sont souvent basés sur la réalisation d’essais in situ.Toutefois, la plupart des essais géotechniques in situ ne permettent pas d’identifier directement lesparamètres constitutifs des couches de sol. De plus, la plupart de ces méthodes ne permettent pasd’avoir une caractérisation des sols de surface avec grande résolution et à faible coût.L’essai de chargement dynamique en pointe (DCLT) réalisé au pénétromètre léger instrumentéPANDA 3® permet d’obtenir des signaux de force, de vitesse et de déplacement au niveau de lapointe au cours de la pénétration. L’essai DCLT permet ainsi d’obtenir une courbe de chargementdynamique du sol lors de la pénétration : la courbe DCLT. Le caractère dynamique et transitoire decette technique, rend possible l’application des méthodes d’analyse intégrant différentes approches(e.g. essais de choc, modèles analytiques d’interaction sol-pointe).L’essai DCLT étant assimilable à un essai de choc, l’exploitation des signaux de force et de vitesselors des premiers instants suivant l’impact permet ainsi d'étudier le comportement à faiblesdéformations et d’en déduire une mesure de vitesse d’ondes du sol. Par ailleurs, du fait de lasollicitation, de la géométrie et des conditions aux limites, l’essai est similaire également à l’essai dechargement dynamique de pieu, où la réponse du sol en pointe est exprimée à l’aide d’un modèled’interaction. Actuellement, un modèle d’interaction de type masse-ressort-amortisseur est le plussouvent appliqué pour exploiter ce type d’essai. Toutefois, celui-ci ne permet pas de traduirecorrectement le phénomène, ni d’accéder à des paramètres d’usage courant en géotechnique (e.g.paramètres effort-déformation). C’est pourquoi, il s’avère nécessaire appliquer une méthodologied’interprétation basée sur un modèle d’interaction plus réaliste et alimenté par les paramètrescaractérisant le comportement du sol déterminé lors de l’essai. Cela constitue le principal objectif dece travail de Thèse Phd.Pour ce faire, une étude expérimentale en laboratoire a été effectuée sur des sables propres deréférence. Ceci afin d’évaluer les différentes méthodes d’interprétation existantes et de testerl’application d’un modèle d’interaction propre à l’essai. Cette étude expérimentale, basée sur laréalisation d’essais de chargement dynamique et statique en chambre d’étalonnage, a permis dedémontrer que les courbes DCLT sont qualitativement comparables aux courbes d’essais statiques.Pour compléter l’étude expérimentale, un modèle numérique en différences finies a été conçu afin desimuler l’essai DCLT. Ce modèle a permis de confirmer les constatations expérimentales etd’investiguer l’influence de différents paramètres. L’analyse des courbes DCLT numériques a permisde vérifier les méthodes d’obtention des paramètres de résistance et de déformation intégrant laméthodologie proposée.Finalement, l’application de la méthodologie d’interprétation des résultats d’essais DCLT est illustréein situ sur un site sableux. Les résultats DCLT obtenus sont comparés à ceux issus des différentesméthodes d’investigation.

La liquéfaction est un phénomène qui peut engendrer des dommages importants pour les êtres humains et leurs activités, et l'évaluation de ce phénomène nécessite donc une attention particulière .Actuellement, l'évaluation du potentiel de liquéfaction peut être réalisée à partir d’essais en laboratoire ou in situ, mais chaque équipement et méthodologie présente des avantages et des inconvénients qui peuvent limiter leur utilisation. Sur cette base, le développement de nouvelles méthodes d'évaluation du potentiel de liquéfaction est nécessaire. Dans ce contexte, une méthode d'évaluation du potentiel de liquéfaction, basée sur la réalisation d'essais de pénétration dynamique à énergie variable, à l'aide d'un pénétromètre dynamique instrumenté d'accéléromètres et de capteurs de déformation permettant la mesure de signaux dynamiques pour chaque impact de marteau, a été proposée. Pour le développement de la méthode proposée, des essais de pénétration dynamique ont été réalisés sur des massifs de sables d’Hostun (HN31) et de Fontainebleau (NE34) dans une chambre d'étalonnage K0. Des essais triaxiaux cycliques pour évaluer les propriétés de liquéfaction des deux sables ont également été réalisés. Avec l’ensemble des résultats obtenus, on peut conclure que la méthode proposée permet d'évaluer les propriétés de liquéfaction des sables.

Among the geotechnical in situ tests, the dynamic penetration test (DPT) is commonly used around theworld. However, DPT remains a rough technique and provides only one failure parameter: blow count orcone resistance. This paper presents an improvement of the dynamic cone penetration test (DCPT) forsoil characterisation based on the wave equation theory. Implemented on an instrumented lightweightdynamic penetrometer driving with variable energy, the main process of the test involves the separationand reconstruction of the waves propagating in the rods after each blow and provides a dynamic coneload-penetration (DCLT) curve. An analytical methodology is used to analyse this curve and to estimateadditional strength and deformation parameters of the soil: dynamic and pseudo-static cone resistances,deformation modulus and wave velocity. Tests carried out in the laboratory on different specimens(wood, concrete, sand and clay) in an experimental sand pit and in the field demonstrated that theresulting DCLT curve is reproducible, sensitive and reliable to the test conditions (rod length, drivingenergy, etc.) as well as to the soil properties (nature, density, etc.). Obtained results also showed that themethod based on shock polar analysis makes it possible to evaluate mechanical impedance and wavevelocity of soils, as demonstrated by the comparisons with cone penetration test (CPT) and shear wavevelocity measurements made in the field. This technique improves the method and interpretation of DPTand provides reliable data for shallow foundation design.

Fouling and deterioration of the ballast are a major problem in opera-tion of railway tracks. Its characterization is thus a fundamental task to optimize decision-making in maintenance or renewal programs. This study aims to char-acterize the fouled ballast using a dynamic penetrometer (PA.N.D.A) and geoen-doscope test1. The methodology presented consists in analyzing the resistance properties of each layer by means of dynamic cone resistance (qd) and then per-forming a geoendoscope test to obtain borehole images for a material character-ization. Statistical analysis of cone resistance and statistical image parameters (texture and colometry) shows their dependence on the degree of fouling as well as on its nature. As ballast fouling increases, the average cone resistance initially increases and then decreases. Images features also depend on the proportion of fouling but especially allow to distinguish different contents of fine pArticles in the fouling material. However, each of the measurements taken separately is not sufficient to determine a ballast fouling amount. In this way, a last study on data fusion has been carried out and shows an improvement in the quantification of the Fouling Index.

En raison de la difficulté de prélèvement d'échantillons non remaniés de sable, la possibilité d'évaluer directement sur site, à partir d'essais in situ, des paramètres de comportement contrainte-déformation pour les sables constitue un enjeu important en géotechnique. Récemment, un nouveau type d'essai au pénétromètre dynamique léger, à énergie variable, associé à une méthode d'analyse dynamique spécifique, a été développé. Le dispositif est entièrement instrumenté et le principe de base est d'analyser le phénomène de propagation d'ondes dans les tiges au cours de l'impact en vue d'obtenir, pour chaque impact, la courbe de chargement force-déplacement de la pointe et d'en tirer des paramètres élémentaires du sol. Dans ce contexte, un programme expérimental a été réalisé à l'aide de ce dispositif évalué en chambre d'étalonnage sur un sable de référence, le sable de Fontainebleau NE34. On a, en particulier, étudié l'influence de paramètres tels que l'état de densité du sable, l'état de contraintes appliqué au massif et l'état du sable (sec ou saturé) sur les résultats obtenus à l'aide de ce dispositif. Sur la base de l'analyse de ces résultats, on donne quelques pistes de réflexion concernant l'utilisation de ce dispositif pour l'évaluation du risque de liquéfaction des sables.

Leaching waste deposits are structures used for the storage of residues generated by hydrometallurgical processes forobtaining copper. Although the mechanical behavior of these types of deposits have historically remained adequate in seismicallyactive countries like Chile, it is necessary to evaluate – for closure and post-closure stages – long-term physical stability, potentialfailure mechanisms, slope stability, and seismically induced deformations. However, the physical and chemical characteristics ofsuch materials impedes geomechanical characterization via traditional in-situ and laboratory tests. Thus, this Article presents a costefficientmethodology to be implemented in evaluating long-term physical stability of leaching waste deposits. We identify the maincontributing failure mechanisms, estimate in-situ conditions, and present the geomechanical parameters for stored material mostsuitable for analysis.

Na geotecnia, as investigações de campo é uma etapa indispensável para o planejamento urbano, para avaliação e elaboração de projetos e, consequentemente, para execução das obras de Engenharia. Sempre buscando, quando possível, técnicas simples, com baixo custo, para a elaboração de bancos de dados, que são compostos por investigação para elaboração de cartas geotécnicas. As cartas geotécnicas destinadas ao planejamento auxiliam na iniciativa de políticas públicas de harmonização entre o processo de urbanização e meio ambiente.As tecnologias de processamento computacional de dados cartográficos tornaram possível manipular, gerenciar e finalmente analisar uma grande quantidade de dados referenciados espacialmente. O Ensaio de Simples Reconhecimento, ou Standard Penetration Test (SPT), é um ensaio muito utilizado no Brasil e no mundo pela simplicidade, robustez, baixo custo e alta experiência empírica acumulada. O ensaio realizado com o equipamento denominado penetrômetro dinâmico leve de energia variável (PANDA 2) fornece dados importantes do perfil geotécnico, por intermédio de aquisição automática em tempo real de uma forma simples e rápida.Foi proposto neste trabalho uma correlação entre os ensaios SPT e PANDA 2, sendo selecionada uma área que está inserida em uma região do Distrito Federal que está passando por um processo de planejamento de urbanização. A área selecionada para o estudo está localizada no Setor Habitacional Taquari Etapa II, inserida na Região Administrativa do Lago Norte.Nesta pesquisa foi proposto também um método de interpolação em ambiente SIG dos dados do PANDA 2 para diferentes profundidades até 4,5m e a partir da correlação dos dados de resistência a penetração SPT com o PANDA, foi realizada uma estimativa da distribuição espacial do valor do SPT para diferentes profundidades até 4,5m, a fim de colaborar com o processo de desenvolvimento urbano da região e fornecer dados para futuras pesquisas que sejam realizadas no setor.

En este trabajo se presenta la aplicación de modelosgeoestadísticos a 71 ensayos con penetrómetro dinámicopesado DPSH Grizzly® realizados durante los últimos7 años en una amplia zona del sector norte de la ciudadde Punta Arenas. Este sector, se caracteriza por tener unaextensa unidad, compuesta de arenas saturadas sueltaspotencialmente licuables, la que está acompañada deotras unidades de menor extensión compuesta por suelosorgánicos y arcillas blandas denominada localmente como“mazacote”. Los modelos geoestadísticos permitieronobtener una correlación espacial de los datos de resistenciapor punta del penetrómetro dinámico DPSH Grizzly®.Mediante estimaciones de interpolación geoestadísticoKriging, se identificaron las unidades geotécnicas queconforman el sector en estudio y también las zonas mássusceptibles al fenómeno de licuación. Se complementóel estudio con datos de sondajes SPT, cartas geológicas ygeomorfológicas y calibraciones al penetrómetro dinámicoDPSH Grizzly®, realizadas durante la ejecución y revisiónde los ensayos.

On a réalisé des essais pénétrométriques de chargement en pointe(dynamiques DCLT et statiques CLT) avec des sables de référence. En exploitant lescourbes DCLT, on estime les courbes CLT. Celles-ci présentent une bonne correspondanceavec les courbes expérimentales. Cette analyse permet de dissocier l’effet statique de l’effetdynamique et ouvre la voie à une meilleure interprétation de l’essai DCLT.