This thesis focuses on the calculation of costs arising from the shallow foundations using different ways of stabilizing the foundation soil. At the same time also assesses the impact of a method based on the total construction cost and compares the differences in the calculated price. On a specific contract, this work tries to show all the pros and cons of both types of foundations. Assigned values and findings are particularly important for potential investors who are dealing with the amount of their future costs to order a return on that investment. The work shows differences in competitive tendering prices, prices calculated using BUILDpowerS, the amount of the grant awarded and consequently the difference in price determined in accordance with the existing legislation, which will have a contract after its completion and the price calculated.

En el presente estudio se determinó la capacidad portante que puede proporcionar la colocación de una geomalla de bambú en la interface de la base y subbase como estructura de reforzamiento. Seguidamente, se realizó una comparación de la capacidad portante del pavimento flexible convencional en estudio y el pavimento flexible con una geomalla biaxial y multiaxial de bambú. Para esto, se evaluó el pavimento flexible convencional actual de la avenida Bauzate y Meza en el Distrito de La Victoria y se tuvo que fabricar una geomalla con un material renovable como es el Bambú con las mismas dimensiones de las geomallas de polímeros de tipo Biaxial y Multiaxial. Entonces, para alcanzar los objetivos planteados, se realizaron ensayos en laboratorio que permitieron obtener los resultados con los que se generó las curvas esfuerzo/deformación para cada uno de los diseños de pavimentos analizados. Finalmente, las conclusiones del estudio demuestran un incremento en la capacidad portante del pavimento flexible convencional agregándole en el diseño una geomalla biaxial o multiaxial de bambú. Se presentan algunas recomendaciones a corto y mediano plazo para mejorar el desempeño de las geomallas de bambú en la construcción de pavimentos flexibles, así como incluir en la normativa peruana un método de diseño que permita sustentar el uso de estos elementos en los proyectos viales. / In the present study the bearing capacity that the placement of a bamboo geogrid at the interface of the base and subbase as reinforcement structure. Next, a comparison was made of the carrying capacity of the conventional flexible pavement under study and the flexible pavement with a biaxial and multiaxial bamboo geogrid. For this, the current conventional flexible pavement of Bauzate and Meza Avenue in the District of La Victoria was evaluated and a geogrid with a renewable material such as Bamboo with the same dimensions as the Biaxial-type polymer geogrids had to be manufactured. Multiaxial Then, to achieve the objectives set, laboratory tests were carried out that allowed to obtain the results with which the stress / strain curves were generated for each of the pavement designs analyzed. Finally, the conclusions of the study show an increase in the bearing capacity of the conventional flexible pavement by adding a biaxial or multiaxial bamboo geogrid to the design. Some short and medium term recommendations are presented to improve the performance of bamboo geogrids in the construction of flexible pavements, as well as to include in the Peruvian regulations a design method that allows to support the use of these elements in road projects. / Tesis

La ocurrencia del “Fenómeno del Niño”, el año 2017, ocasionó una serie de desastres en diversas cuencas ubicadas al Oeste de la ciudad de Lima, cuyo hecho constituyó el inicio de la búsqueda de información, encontrándose dentro de ella el Estudio “Escenarios de riesgos de desastres–Sector Huachipa” Distrito Lurigancho Chosica-Lima Metropolitana” desarrollado por el INDECI en convenio con PNUD y CESAL. En consideración a dicho estudio, en cuanto se refiere al asentamiento y consolidación urbanística de la margen derecha de la quebrada Huaycoloro, se asumió como zona de la presente investigación el área adyacente ocupada por las empresas PETRAMAS y UNICON; siendo relevante la existencia de gran cantidad de material fluvial como resultado de la limpieza del cauce de dicha quebrada; así mismo, alguna cantidad de detritos coluviales de roca granodiorítica en las laderas Cajamarquilla. La constatación anterior ha permitido orientar el sentido de la investigación hacia el diseño de muros de sostenimiento con suelo estabilizado mecánicamente MSE, lo cual responde al requerimiento de optimización del planeamiento urbanístico de esta zona, en correlación a una adecuada y abundante existencia de suelo granular. La mejor manera de aprovechar la variedad granulométrica de los suelos de la quebrada Huaycoloro y de la ladera Cajamarquilla es mediante el uso de diversos tipos de refuerzo, lo cual implica el logro de una eficiencia estructural aplicable a diversas solicitaciones de la geomorfología, de la altura del elemento y del tipo de granulometría del suelo compatible con cada refuerzo, considerando para ese efecto el uso de geosintéticos (geotextiles y geomallas) y gaviones. Bajo este cometido, todo diseño estructural de muros MSE requiere la verificación de estabilidad externa, al volteo, al deslizamiento y a la capacidad de carga; lo cual es aplicable de manera simple cuando se utiliza como refuerzo los gaviones; sin embargo cuando el refuerzo es con geosintéticos debe realizarse previamente la verificación de estabilidad interna, que correlaciona las propiedades físicas de dichos refuerzos y el suelo. Sin embargo, por diversas circunstancias que confluyen en toda investigación el uso de los valores de los parámetros del suelo a utilizarse como elemento estructural de los muros MSE (ϒ1, ɸ’1 y c’1,) conllevan a incertidumbre epistémica desde el punto de vista geotécnico, lo cual, en la presente investigación ha generado un análisis y dilucidación probabilística de la confiabilidad de uso de dichos parámetros. Ello, en correlación a la serie de factores que intervienen en los diseños y en la discrecionalidad del diseñador o investigador, dará como resultado un producto (muro MSE) con eficiencia estructural. El término “eficiencia estructural” debe entenderse como “la capacidad de lograr una estructura con el mínimo de recursos, y al menor costo y tiempo posibles”, lo cual se sustenta en una serie de experiencias que puede sintetizarse como: la optimización de procesos para maximizar (ganancias, velocidad, calidad, etc.), o minimizar: (costos, tiempo, riesgos, error, etc.), todo lo cual implicará la agudeza en la toma de decisiones del diseñador, así como del ejecutor de la obra. / The occurrence of the "Child Phenomenon", in 2017, caused a series of disasters in various basins located west of the city of Lima, which event constituted the beginning of the search for information, finding within it the Study "Scenarios of disaster risks – Huachipa Sector ”Lurigancho Chosica-Lima Metropolitan District” developed by INDECI in agreement with UNDP and CESAL. In consideration of this study, as regards the urban settlement and consolidation of the right bank of the Huaycoloro stream, the adjacent area occupied by the PETRAMAS and UNICON companies has been assumed as the area of ​​the present investigation; being relevant the existence of a large amount of fluvial material as a result of cleaning the channel of said stream; likewise, some amount of colluvial debris of granodioritic rock on the Cajamarquilla slopes. The aforementioned finding has allowed to orient the direction of the research towards the design of support walls with mechanically stabilized soil MSE, which responds to the requirement of optimization of urban planning in this area, in correlation to an adequate and abundant existence of granular soil. The best way to take advantage of the granulometric variety of the soils of the Huaycoloro stream and the Cajamarquilla slope is through the use of various types of reinforcement, which implies the achievement of a structural efficiency applicable to various requests of geomorphology, height of the element and the type of granulometry of the soil compatible with each reinforcement, considering for this purpose the use of geosynthetics (geotextiles and geogrids) and gabions. Under this mandate, all structural design of MSE walls requires the verification of external stability, overturning, sliding and load capacity; which is applicable in a simple way when using gabions as reinforcement; However, when the reinforcement is with geosynthetics, the internal stability verification must be previously performed, which correlates the physical properties of said reinforcements and the soil. However, due to various circumstances that converge in all research, the use of the values ​​of the soil parameters to be used as a structural element of the MSE walls (ϒ1, ɸ'1 and c'1,) lead to epistemic uncertainty from the point of view of geotechnical view, which, in the present investigation, has generated a probabilistic analysis and elucidation of the reliability of use of these parameters. This, in correlation to the series of factors that intervene in the designs and in the discretion of the designer or researcher, will result in a product (MSE wall) with structural efficiency. The term "structural efficiency" should be understood as "the ability to achieve a structure with the minimum of resources, and at the lowest possible cost and time", which is based on a series of experiences that can be synthesized as: the optimization of processes for maximize (profits, speed, quality, etc.), or minimize: (costs, time, risks, error, etc.), all of which will imply sharpness in the decision-making of the designer, as well as the executor of the work. / Tesis

El presente proyecto de investigación tuvo por finalidad evaluar el uso del geocompuesto (geomalla Triaxial y geomembrana HDPE), como refuerzo en la interfaz subrasante-subbase de una estructura de pavimento flexible. Para ello, se propone un diseño de estructura de pavimento reforzado con geocompuesto en un tramo de la Av. Prolongación Defensores del Morro-Chorrillos que permita aumentar la capacidad de soporte de la subrasante, optimizar los espesores en las capas granulares, y prolongar la vida útil del pavimento. Con este propósito se planteó el diseño de una estructura de pavimento convencional y otra reforzada con geocompuesto para comparar y elegir el diseño más óptimo. La recolección de datos se realizó utilizando los formatos de clasificación vehicular del MTC, inspección visual de la vía, estudio de mecánica de suelos y análisis experimental. Luego del análisis de los datos recolectados se determinó que el PCI del tramo en estudio es de 21%, esto significa que el nivel de servicio de la vía es malo y necesita intervención. Por ello se realizó el diseño de tres alternativas de pavimento flexible: la primera alternativa es una sección convencional no reforzada, mientras que las otras dos alternativas consisten en secciones reforzadas con geomalla triaxial y geomembrana HDPE. Los resultados obtenidos muestran que el pavimento reforzado con geocompuesto y diseñado por el método Giroud-Han obtuvo un 47.62% de reducción en el espesor de la estructura del pavimento flexible con respecto al pavimento diseñado por el método AASHTO 93. Finalmente, luego de un análisis económico de las alternativas de diseño de pavimento flexible se concluye que el costo del pavimento reforzado con geocompuesto es 5.07% menor que el del pavimento tradicional (AASHTO 93). / The purpose of this research project was to evaluate the use of the geocomposite (Triaxial geogrid and HDPE geomembrane), as reinforcement in the subgrade-subbase interface of a flexible pavement structure. To do this, a design of a pavement structure reinforced with geocomposite is proposed in a section of Av. Prolongación Defensores del Morro-Chorrillos that allows increasing the support capacity of the subgrade, optimizing the thicknesses in the granular layers, and prolonging the life useful of the pavement. For this purpose, the design of a conventional pavement structure and another reinforced with geocomposite were proposed to compare and choose the most optimal design. Data collection was carried out using the MTC vehicle classification formats, visual inspection of the road, soil mechanics study and experimental analysis. After analyzing the data collected, it was determined that the PCI of the section under study is 21%, this means that the level of service of the road is bad and needs intervention. Therefore, the design of three flexible pavement alternatives was carried out: the first alternative is a conventional unreinforced section, while the other two alternatives consist of sections reinforced with triaxial geogrid and HDPE geomembrane. The results obtained show that the pavement reinforced with geocomposite and designed by the Giroud-Han method obtained a 47.62% reduction in the thickness of the flexible pavement structure with respect to the pavement designed by the AASHTO 93 method. Finally, after an economic analysis of the flexible pavement design alternatives, it is concluded that the cost of pavement reinforced with geocomposite is 5.07% lower than that of traditional pavement (AASHTO 93). / Tesis

No description available.

[pt] A técnica de reforço de solo por inclusão de materiais geossintéticos vem se consolidando de forma acelerada em todo o mundo, com aplicações diretas em estabilização de encostas e de aterros sobre solos moles. A utilização de geogrelhas como elemento de reforço apresenta-se como uma alternativa promissora, embora ainda pouco difundida no Brasil. O presente trabalho tem por objetivos avaliar a resistência ao arrancamento de diferentes tipos de geogrelhas e analisar os mecanismos de interação entre solo e geogrelha. Para tal, foi realizado um extenso programa de ensaios de arrancamento no laboratório e no campo. Os equipamentos utilizados, a preparação das amostras e as metodologias dos ensaios estão apresentados em detalhe. Os ensaios de arrancamento no campo utilizaram uma estrutura de reação fixa, específica para ensaios de arrancamento de grandes dimensões, e foram realizados no campo experimental da PUC-Rio, em Jacarepaguá. Nestes ensaios, três tipos de geogrelhas foram utilizadas para o arrancamento em aterros de solo arenoso e solo residual. Os ensaios de arrancamento no laboratório foram executados em uma caixa de arrancamento cúbica de grandes dimensões (1m de aresta), no Laboratório de Geotecnia do CEDEX, na Espanha. No programa experimental no laboratório, foram utilizados os mesmos tipos de geogrelhas e de solos, de modo a facilitar as comparações e análises dos resultados. As influências do tipo de geogrelha, do tipo de solo, da tensão confinante e dos procedimentos de ensaioforam analisadas em detalhe no que se refere à rigidez e à resistência ao arrancamento das geogrelhas. / [en] The technique of soil reinforcement by inclusion of geosynthetics has been subject to significant development worldwide, with direct applications in slope stabilization and earthfills over soft deposits. The use of geogrids as a soil reinforcement element is an attractive alternative, although still with very little application in Brazil. This work presents the results of an investigation into soil- geogrid interaction by means of pull-out tests. Both field and laboratory pull-out tests were carried out in order not only to make clear the pull-out mechanism but also to determine the parameters for design and analysis of reinforced soil structures. The testing equipments, specimen preparation and testing procedures are described in detail. The field pull-out tests were performed with three different types of geogrids in a research area in Jacarepagua, Rio de Janeiro. Sandy and residual soil surcharge fills of 0,5 to 2m in height were used. Details of the anchored reaction structure are also presented. The laboratory pull-out tests were performed in the geotechnical laboratory at CEDEX, in Spain, with the same types of geogrids and soils. Details of the cubical pull-out box (1m in dimensions) are presented. The influence of the type of geogrid, type of soil, confining pressure and tests procedures on the pull-out stiffness and resistance of the geogrids are discussed by analysing the results of the experimental program. / [es] La técnica de refuerzo del suelo por inclusión de materiales geosintéticos se ha consolidado de forma acelerada en todo el mundo. La utilización de geochapas como elemento de refuerzo se presenta como una alternativa promisora, aunque poco difundida en Brasil. Este trabajo tiene por objetivos evaluar la resistencia al arrancamento de diferentes tipos de geogrelhas y analizar los mecanismos de interacción entre suelo y geochapa. Para tal, se realizó un extenso programa de ensayos de arrancamento en el laboratorio y en el campo. Los equipos utilizados, la preparación de las muestras y las metodologías de los ensayos están descritos detalladamente. Los ensayos de arrancamento en el campo utilizaron una extructura de reacción fija, específica para ensayos de arrancamento de grandes dimensiones, y fueron realizados en el campo experimental de la PUC-Rio, en Jacarepaguá. En estos ensayos, se utilizaron tres tipos de geogrelhas para el arrancamento en aterros de suelo arenoso y suelo residual. Los ensayos de arrancamento en el laboratorio fueron ejecutados en una caja de arrancamento cúbica de grandes dimensiones (1m de arista), en el Laboratorio de Geotecnia del CEDEX, España. En el programa experimental en laboratorio, se utilizaron los mismos tipos de geogrelhas y de suelos, de modo que facilitara las comparaciones y análisis de los resultados. Las influencias del tipo de geochapa, del tipo de suelo, de la tensión confinante y de los procedimentos de ensayo se analizaron detalladamente.

The EC Landfill Directive (1999), which is enforced in England and Wales through the Landfill (England and Wales) Regulations (2002), has increased the technical challenge associated with the design and construction of landfill containment systems, in particular those on steep side slopes. Increased numbers of lining system components, varied configurations, and complex loading scenarios require advanced analysis tools to facilitate design. This project involved the development of advanced numerical modelling techniques, based on the FLAC finite difference modelling code. The analysis toolbox can be used to predict the behaviour of multilayered geosynthetic and soil lining systems, during and after staged construction. The model can include non-linear interface and geosynthetic axial properties, represent complex loading, including downdrag from the waste mass, whilst retaining the flexibility to represent varied geometries and include engineered support structures. Whilst numerical modelling is becoming increasingly commonplace in commercial design, there is little evidence of the validation of numerical models with field or experimental data. Validation of the analysis toolbox described in this document was conducted by back analysis of published data, modelling of landfill failure mechanisms, and comparisons to large scale laboratory testing. Design of field scale instrumentation has also been carried out as part of this project. The influence of interface shear strength variability has been assessed through the compilation of a comprehensive database, and the effect of this variability on lining system behaviour assessed through reliability based analyses. This has shown probability of failures may be higher than proposed limiting values when adopting traditional accepted factors of safety. A key area of interest identified during the project was the requirement for support, potentially through reinforcement, of the geological barrier. The inclusion of randomly reinforced fibres in bentonite enhanced soil has shown the potential for increased strength, without adverse effects on hydraulic barrier performance. ii Additionally, the influence of geomembrane seams on lining system integrity has been investigated, showing that fusion welded seams can result in stress concentration and extruded seams can cause significant stress concentration.

Use of geosynthetics for reinforcing soil beds supporting shallow foundations has gained tremendous popularity in recent times. In this thesis, to study and understand the behaviour of geosynthetics reinforced soil foundations, model load tests are carried out on square footings resting on sand beds reinforced with geosynthetics. The effects of various parameters like type and tensile strength of geosynthetic material, depth of reinforced zone, spacing of reinforcement layers, width of reinforcement and form of reinforcement on the performance of square footings on reinforced sand beds are studied. Results from these tests are analyzed to understand the effect of various parameters in improving the bearing capacity and reducing the settlement of footings. An equation is developed to estimate the ultimate bearing capacity of square footings resting on geosynthetic reinforced sand beds by multiple regression analysis of the experimental data. The model loading tests on reinforced soil foundations are simulated in the numerical model using the computer program FLAC3D (Fast Lagrangian Analysis of Continua in 3D). Finally parametric studies on a full scale reinforced soil foundation are conducted. From the experimental, analytical and numerical investigations carried out in this thesis, some important conclusions are drawn regarding the effective depth of reinforced zone, optimum spacing and quantity of reinforcement layers. Relative efficiency of various forms of reinforcement is discussed. Validity of the regression and numerical models developed is verified through experimental data from present study and also for data from other researchers.

The increasing need for regional development has led engineers to find safe ways to construct the infrastructure of transportation on soft soils. Soft soil is not able to sustain external loads without having large deformations. The geotechnical properties of soft soil which is known for its low bearing capacity, high water content, high compressibility and long term settlement as well. In pavement engineering, either highway or runway as an infrastructure, a pavement encompasses three important parts namely traffic load, pavement and subgrade. Traffic load generated from tire pressure of vehicle and/or airplane wheels are usually around 550 kPa even more on the surface of the pavement. Pavement generally comprises granular materials with unbounded or bounded materials located between traffic load and subgrade, distributing the load to surface of subgrade. One of the promising soil improvement techniques is a piled embankment. When geosynthetics layer is unrolled over piles, it is known as geosynthetics supported piled embankment. Particularly in deep soft soil, when piles do not reach a hard stratum due to large thickness of the soft soil, the construction is an embankment on floating piles. Furthermore, because of different stiffness between piles and subsoil, soil arching effect would be developed there. By using Finite Element analysis, some findings resulted from experimental works and several field tests around the world as field case studies are verified. Some important findings are as follows: the stress concentration ratio is not a single value, but it would be changed depending on the height of embankment, consolidation process of subsoil, surcharge of traffic load, and tensile modulus of geosynthetics as well. Ratio height of embankment to clear piles spacing (h/s) around 1.4 can be used as a critical value to distinguish between low embankment and high embankment. When geosynthetics is applied to reinforce a pavement/embankment, the vertical distance of geosynthetics layers and number of geosynthetics layers depend on the quality of pavement material. The lower layer of geosynthetics withstands a tensile stress higher than upper layer. Primary reinforcements for geosynthetics in piled embankments are located at span between piles with maximum strains at zones of adjacent piles. Traffic load that passes through on the surface of the pavement can reduce the soil arching, but it can be restored during the off peak hours. Settlements of embankments on floating piles can accurately be modelled using the consolidation calculation type, whereas the end-bearing piles may be used the plastic calculation type. Longer piles can be effectively applied to reduce a creep. By applying length of floating piles more than 20% of soft soil depth, it would have a significant impact to reduce a creep on a deep soft soil.

Geokunststoffe sind beständige Produkte aus Polymeren, die in Boden eingelegt werden um geotechnische Probleme zu lösen. Eine Kategorie der Geokunststoffe sind Geogitter, bei denen die Längs- und Querelemente eine offene, gitterförmige Struktur bilden und die meist zur Bodenbewehrung eingesetzt werden. Ihre Verwendung zur Bewehrung von gering tragfähigen Böden für kunststoffbewehrte Erd- und Stützbauwerke kann enorme ökologische und ökonomische Vorteile bieten. Trotz der Tatsache, dass die Verwendung von Geogittern in den letzten Jahren stark zugenommen hat, sind die Grundlagen zum Bau und zur Bemessung limitiert. Besonders die Schlüsselfrage, wie Geogitter und verschiedene Lockergesteine in unterschiedlichen Belastungssituationen interagieren, ist ingenieursmäßig nur lückenhaft untersucht worden. Im Rahmen dieser Dissertation wurde deshalb in über 250 großmaßstäblichen Scher-, Herauszieh- und Reibungsversuchen das Verbundverhalten Geokunststoff/Locker¬gestein eingehend untersucht. Dazu wurden 14 handelsübliche Geogitter, die teilweise auch modifiziert wurden, in dem Interaktionsprüfgerät des Institutes für Geotechnik der TU Bergakademie Freiberg mit verschiedenen Böden systematisch getestet. Die vielen Versuchsanordnungen und die aus ihnen abgeleiteten Überlegungen und gewonnenen Erkenntnisse belegten, dass die wichtigsten Parameter interagieren, und zwar in verschiedenen Abhängigkeiten wie weitere Variationen der Bodenparameter (Kornverteilung, Wassergehalte, Verdichtung, Bindemittelzusatz etc.), der unterschiedlichen Geogitterparameter (Oberflächenbeschaffenheit, Struktur, etc.) und der Belastung gezeigt haben. Darüber hinaus wurde das Interaktionsprüfgerät für zukünftige Versuche weiterentwickelt (Entkopplung des Versuchseinbaus vom Versuchsgerät usw.). Der Fokus der Forschungsarbeit lag dabei in der Schaffung von Grundlagenkenntnissen für den gemeinsamen Einsatz von bindigen Lockergesteinen und Geokunststoffen. Bei rolligen Böden zeigte sich, dass die Rautiefe sich stärker (positiv) auf die Widerstände auswirkt als bei den bindigen Böden. Hingegen waren bei bindigen Böden die Auswirkungen durch eine Erhöhung der Querelemente deutlicher. Darüber hinaus konnte gezeigt werden, dass dreidimensionale Querelemente das Verbundverhalten verbessern und Tests an Geogittern mit einem größeren Verhältnis von Öffnungsweite zu Maschenweite zeigten höhere Adhäsionswerte. Die Reibungsversuche hatten einen gleichmäßigeren Verlauf und geringere Streuungen zwischen den unterschiedlichen Geogittern, weshalb aufgrund der deutlicheren Unterschiede zwischen den Produkten bei den Herausziehversuchen detaillierte Schlussfolgerungen gezogen werden konnten. Die vorliegende Arbeit leistet einen Beitrag zur Verbesserung der Bemessungsgrundlagen und ermöglicht ein detaillierteres Verständnis des Verbundverhaltens. Des Weiteren werden Vorschläge ausgearbeitet die im Labor erzielten Ergebnisse auf die Baupraxis zu übertragen, wie zum Beispiel durch das Vermeiden von Trennflächen zwischen Geogitter und Boden bei der Verdichtung. / Geosynthetics are durable polymeric products placed in soil to help solve civil engi-neering problems; one category of these is geogrids. Geogrids are polymers formed into an open, grid-like configuration and function primarily as soil reinforcement. Their use to reinforce soil with weak bearing capacity could have big ecological and economical advantages. Although geogrid use has grown in recent years, there is still limited design information available due to the wide variety of design configurations and soil variability. One of the key factors lacking for more widespread engineering implementation is a greater understanding of the interaction between various geogrids and soil combinations when exposed to different load effects. In more than 250 shear, pull-out, and friction tests, this interaction behavior was examined in detail. Fourteen general geogrids (sometimes additionally modified) using dif-ferent soil types were systematically tested in the Interaction Testing Device at the Geotechnical Institute of the TU Bergakademie Freiberg. Combining the huge quantity of test results with a theoretical analysis, the main parameters which affect soil behavior could be defined. Furthermore the Interaction Testing Device could be improved for test in future. Our analysis showed us that the roughness of the geogrid has more of a beneficial impact on the strength of frictional soils than it does for silty soils. Silty soils however, were more affected by the height of cross elements in the geogrid than other types. It was also observed that 3D elements in the cross machine direction improve the interaction behavior. Tests with geogrids which have a bigger ratio of opening size to mesh size showed higher adhesion values. The friction test results were more regular, had a uniform progress and had smaller differences between geogrid configurations. Therefore, conclusions with higher certainty could be drawn from the pull-out tests with the differential results. The present research contributes to the limited design information to help provide a better understanding of the interaction behavior. Furthermore, suggestions are given to use the laboratory detected results in real-world applications, one of which is the way of compaction to minimize the potential for creating a slip-surface between the geogrid and soil.