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Artykuły w czasopismach na temat "Geosynthetic fibres"
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Nguyen, Thanh Trung, i Buddhima Indraratna. "Experimental and numerical investigations into hydraulic behaviour of coir fibre drain". Canadian Geotechnical Journal 54, nr 1 (styczeń 2017): 75–87. http://dx.doi.org/10.1139/cgj-2016-0182.
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Over many decades, natural fibre bundles have been widely used for drainage and filtration applications because of their favourable hydraulic conductivity and abundance in Asian countries. In recent times, natural (biodegradable) coir and jute drains, which are environmentally friendly, have been considered in lieu of conventional geosynthetic wick drains for soft clay consolidation in Australian coastal regions. However, there is a lack of a computational framework to predict the hydraulic behaviour of fibre drains on the basis of micromechanical (fabric) characteristics. Employing computational fluid dynamics (CFD) coupled with the discrete element method (DEM) to model the hydraulic behaviour of fibrous materials has shown promise in an earlier 2016 study by Nguyen and Indraratna, which considered an idealized parallel arrangement of fibres for simplicity. This paper aims to broaden the application of the coupled CFD–DEM technique to real fibres (coconut coir) considering both nontwisted and twisted fibre bundles that have more complex porous structure. The hydraulic conductivity determined from the numerical approach is validated with the experimental results, and also compared with the analytical prediction based on the conventional Kozeny–Carmen (KC) approach. The current study shows that the CFD–DEM technique can capture well the fluid flow characteristics of a nonuniform fibrous structure, including dense twisted coir bundles.
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Leonovich, Ivan Iosifovich, i Sergey Valerevich Bogdanovich. "NEW TECHNICAL SOLUTIONS FOR CONSTRUCTION OF THE MINSK RING HIGHWAY". Technological and Economic Development of Economy 10, nr 2 (30.06.2004): 73–76. http://dx.doi.org/10.3846/13928619.2004.9637658.
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In Byelorussia the network of highways intensively develops. For their construction and reconstruction modern technologies are used. The sample of new technical decisions in road construction can be counted the Minsk ring highway. Questions of erection of an earthen cloth on bogs have been here successfully solved. Geosynthetic materials, blacktop with cellulose fibres, noise protection screens from profile metal are used. Construction of bridges and overpasses was carried out with wide application of preliminary intense bearing designs. The bridge cloth and sidewalks are executed from monolithic concrete. For strengthening slopes, ridge vibropressing plates are applied. All works were carried out by wide front with maximal use of high‐efficiency road technics. With the purpose of management of a condition roadway parts on the Minsk belt line three road measuring stations are constructed. They allow to carry out works under the account of transport streams and influences of meteorological‐climatic factors on the traffic‐operational condition of a highway.
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Villard, Pascal, i Laurent Briançon. "Design of geosynthetic reinforcements for platforms subjected to localized sinkholes". Canadian Geotechnical Journal 45, nr 2 (luty 2008): 196–209. http://dx.doi.org/10.1139/t07-083.
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Construction of road and railway platforms in areas subject to localized sinkholes requires the use of specific reinforcements, for example, geosynthetics. The current design method for these structures is based on the assumption that there is no displacement of the geosynthetic in the anchorage areas on either side of the cavity. A new analytical method is proposed that takes into account the displacements and deformation of the geosynthetic reinforcement in the anchorage areas and the increase in stress at the edge of the cavity. To validate this new analytical method, a full-scale experiment was carried out; the use of optical fibre sensors integrated into the geosynthetic sheet made it possible to accurately measure the strain of the geosynthetic reinforcement. Comparison of the results obtained by this new analytical method with measurements of a full-scale experiment and the results of a finite element model confirmed the relevance of these new developments.
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Koudela, Pavel, Juraj Chalmovský i Lumír Miča. "The Reinforcement of Sand by Fibres with a Non-Uniform Shape". Slovak Journal of Civil Engineering 29, nr 2 (1.06.2021): 49–54. http://dx.doi.org/10.2478/sjce-2021-0013.
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Abstract The reinforcement of soil is used to improve its strength and stiffness. The standard method of soil reinforcement is an application of geosynthetics. Soil reinforcement by distributed discrete fibres represents an alternative to those techniques. Currently used fibres have a straight shape, uniform cross-section, and smooth surface, which is not optimal in terms of the fibre-soil interaction. In this study, fibres with a variable shape were utilized. The fibres were fabricated using a fused deposition modelling technology. Firstly, a brief theoretical background is presented. Then, the proposed shapes of the fibres and their manufacturing process are described. The mechanical properties of the soil-fibre composite were investigated through consolidated drained triaxial tests. Well-graded coarse sand and poorly-graded fine sand were used. A higher peak shear strength was observed in the case of fibres with a variable shape. The effect of the variable shape of the fibres on the peak shear strength was higher in the case of the coarse sand.
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Lester, Simon, i William Crawford. "An introduction to Geosynthetic Cementitious Composite Mats and Barriers – a new approach to lining canals". E3S Web of Conferences 368 (2023): 03008. http://dx.doi.org/10.1051/e3sconf/202336803008.
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A new class of geosynthetic has recently emerged known as GCCMs (Geosynthetic Cementitious Composite Mats) defined by the ASTM D-35 committee in 2017 as ‘a factoryassembled geosynthetic composite consisting of a cementitious layer contained within a layer or layers of geosynthetic materials that becomes hardened’. GCCMs consist of a three-dimensional fibre structure filled with a dry cement/concrete mix, overlain by a hydrophilic filter layer and underlain by a watertight membrane, which is typically a polymeric film. The material is delivered in its dry format and unrolled into place using similar installation techniques to traditional geosynthetics. Once in place, it is hydrated by spraying with water and the cement/concrete mix hardens. The result is a watertight polymeric film which is overlain by a protective fibre-reinforced concrete layer. GCCMs have been in use since 2009 and are predominantly used for the lining of water channels for small scale drainage. More recently a variant of GCCMs has emerged which integrates a geomembrane liner onto the rear surface which allows the joints to be thermally welded. These are known as Geosynthetic Cementitious Composite Barriers (GCCBs). It is estimated that Egypt has more than 110,000 kilometers of canals comprised of approximately 30,000 km of public canals (first and second level) and 80,000 km of private third-level canals (mesqas) and irrigation ditches. A common problem associated with canals, is seepage. Seepage can result directly in water loss through the network or result in waterlogging of adjacent land. In the case of land used for cultivation, waterlogging can reduce crop yields or cause salinization of the soils. This does not only occur in earthen canals, but also in concrete lined canals, particularly those that have experienced cracking, scour, panel separation or damage. It is also a common misconception that concrete lining of canals is an effective method of mitigating seepage losses. The 25-year study performed by the USBR indicates that concrete over geomembrane has a 95% effectiveness at reducing seepage through canals1. This abstract introduces a revolutionary new class of materials called Geosynthetic Cementitious Composite Mats (GCCM’s), specifically Type II GCCM’s to ASTM D8364 for lining of bulk water transportation canals. The Type II GCCM in question consists of concrete encapsulated by between two geotextile layers with a minimum 1mm thick LLDPE geomembrane backing which can be thermally welded to produce a testable and low permeability joint, per ASTM D5820, with air channel testing to ensure a leak free installation. Because it is a composite of concrete and geomembrane in a single application, installation can occur as a one-stepprocess imparting both cost and time savings to the project. The abrasion resistance of the concrete layer is 3.5 times that of typical 20Mpa concrete typically used for canal applications. With a design life of more than 50 years, this new product classification will provide a feasible, long-term solution to help preserve and protect fresh, clean water, one of Egypt’s most precious – and ever more scarce – natural resources.
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Norambuena-Contreras, J., I. Gonzalez-Torre, J. F. Vivanco i W. Gacitúa. "Nanomechanical properties of polymeric fibres used in geosynthetics". Polymer Testing 54 (wrzesień 2016): 67–77. http://dx.doi.org/10.1016/j.polymertesting.2016.06.024.
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Fleury, Mateus Porto, Lucas Deroide do Nascimento, Clever Aparecido Valentin, Jefferson Lins da Silva i Marta Pereira da Luz. "Creep Behaviour of Recycled Poly(ethylene) Terephthalate Non-Woven Geotextiles". Polymers 13, nr 5 (28.02.2021): 752. http://dx.doi.org/10.3390/polym13050752.
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At the beginning of this century, due to well-established Brazilian recycling processes, geosynthetics’ manufacturers started to use recycled poly(ethylene) terephthalate (PET) yarns/filaments (from PET bottles) in geotextile production. Despite the fact that recycled products cannot act as reinforcement functions, geosynthetics are constantly under sustained tensile load and experiences evolutions of the axial strain (creep behaviour). Thus, this study aims to assess the influence of the structure of (needle-punched) non-woven geotextiles manufactured using recycled PET yarns on their creep behaviour. Two geotextiles with different fibre/filament production processes were investigated (short-staple fibres—GTXnwS—and continuous filaments—GTXnwC). Unconfined in-isolated conventional and accelerated (using the stepped isothermal method) creep tests were performed at 5%, 10%, 20%, 40% and 60% of geotextiles’ ultimate tensile strength. The geotextiles investigated provided similar creep behaviour to geotextiles manufactured with virgin PET material. The standard deviation of the axial strain tends to increase as the load level applied increase. The structure of the GTXnwS harms its tensile –strain behaviour, promoting axial deformation under sustained loads, at least 50% higher than GTXnwC for the same load level applied. The influence of the load level and geotextile structure in the initial axial strain is pointed out. Long-term predictions based on creep tests performed using the stepped isothermal method have proven to be conservative and they must be restricted for quality control of the investigated geotextiles.
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Chegenizadeh, Amin, i Hamid Nikraz. "Soil and Geosynthetic Fibre: Unconfined Compressive Strength Test". Advanced Science Letters 19, nr 12 (1.12.2013): 3488–90. http://dx.doi.org/10.1166/asl.2013.5178.
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Grzybowska-Pietras, Joanna, Giang Nguyen, Stanisława Przybyło, Monika Rom i Jan Broda. "Application of fibres for the stabilisation of steep slopes". E3S Web of Conferences 49 (2018): 00041. http://dx.doi.org/10.1051/e3sconf/20184900041.
Pełny tekst źródłaStreszczenie:
For many years, techniques improving weak soils by means of additional elements incorporated into their structures have been applying in geotechnical structures (earth structures). An example of such a procedure is the use of geosynthetics enabling to solve geotechnical problems related to anti-erosion protection, as well as filtration and draining. In addition to geosynthetics, randomly distributed fibers are used. Fibers mixed with soil perform a function similar to the function of the root system of protective vegetation and enable the creation of flexible and easy to green construction. During the research, the influence of the type of fibers and their amount on erosion of slope located in the suburbs of Bielsko-Biala (Poland) was determined. Soil parameters and fiber properties were determined before their placement. Research on the physical properties of the soils and fibers morphological structure and strength was carried out in accordance with applicable standards. Subsequently, the slope stability was assessed during many months of exploitation. During the research, 2 m wide plots were created on the slope, covered with soil mixed with various amount of fibers. Fibers mixed with soil form a spatial grid retaining soil particles washed out by streams of surface water flowing down, limit the negative impact of erosion and increase slope stability. Natural fibers store excess water in soil, which promotes the development of protective vegetation.
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Yang, Yang, Jianyong Shi i Xuede Qian. "Effect of Temperature on Internal Shear Strength Mechanism of Needle-Punched GCL". Sustainability 13, nr 8 (20.04.2021): 4585. http://dx.doi.org/10.3390/su13084585.
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Needle-punched geosynthetic clay liner (NPGCL) has been widely used in landfills. The internal strength of the GCL changes with temperature variation, which affects its application in landfills. A large-scale temperature-controlled direct shear apparatus was developed to study the internal shear strength characteristics of GCL affected by temperature. The internal strength of the GCL was dependent on the bentonite, the fibers, and the interaction between the fibers and the bentonite. The influence of temperature on the internal strength of the GCL was mainly reflected in the displacement at peak strength. However, the peak strength was basically unchanged. The strength of the bentonite and the fibers-reinforced bentonite increased when the temperature increased. The tensile strength of needle-punched fibers decreased with increasing temperature. The peak strength displacement of the fibers-reinforced bentonite decreased with increasing temperature.
Rozprawy doktorskie na temat "Geosynthetic fibres"
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Toufigh, Vahab. "Experimental and Analytical Studies of Geo-Composite Applications in Soil Reinforcement". Diss., The University of Arizona, 2012. http://hdl.handle.net/10150/255167.
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The main weakness of soil is its inability to resist tensile stresses. Civil engineers have been trying to address this problem for decades. To increase the tensile and shear strengths of soil, different methods of reinforcing such as using geosynthetics have been used in different types of earth structures such as retaining walls, earth dams, slopes, etc. Due to the excellent corrosion resistance of polymers, the use of geosynthetics has increased dramatically in recent years. However, there are some significant problems associated with geosynthetics, such as creep and low modulus of elasticity. In this research, a new Geo-Composite which is made of Carbon Fiber Reinforced Polymer (CFRP) is used to overcome some of the short comings of the existing geosynthetics. The new Geo-Composite has all the benefits of the geotextiles plus higher strength, higher modulus and no creep. In first part of the investigation, over eighty experiments were carried out using direct shear test. The interface properties of the Geo-Composite (CFRP) and fine sand were investigated. Tests showed that the interface shear behavior between Geo-Composite and fine sand depended on the normal forces during the curing of epoxy and curing age of epoxy. The two methods used to prepare the specimen are pre-casting and casting in place, and the results of these two methods are compared. In the second part of the investigation, the pull-out test device was designed and assembled using a triaxial loading device and a direct shear device. In the pull-out test, the normal force applied by the triaxial loading and pull out force is applied by a direct shear device. CFRP samples were prepared in the lab, and pre-cast and cast-in-place samples were tested using fine sand. The pull-out force and corresponding displacements of each of the materials were recorded and compared. In the third part of the investigation, the behavior of the interface between coarse sand and modified CFRP has been studied in larger scale using a device known as Cyclic Multi Degree of Freedom (CYMDOF) device. A constitutive Model, Hierachical Single Surface (HISS) model, is used to characterize the behavior of the interfaces. The constitutive model is verified by predicting the laboratory behavior of interface. In the forth part of the investigation, using the laboratory test data results, a finite element procedure with the hardening model is used to simulate field behavior of a CFRP reinforced earth retaining wall, and compare the results with a geotextile reinforced earth retaining wall. This section shows the advantages and disadvantages of using CFRP in MSE walls.
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Ferreira, Julio Antonio Zambrano. "Estudo de reforço de pavimentos com ensaios de arrancamento em equipamento de pequenas dimensões". Universidade de São Paulo, 2007. http://www.teses.usp.br/teses/disponiveis/18/18132/tde-19062007-154234/.
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Este trabalho apresenta um estudo comparativo da eficiência de diferentes geossintéticos no reforço de base de pavimentos de obras viárias com ensaios de arrancamento de pequeno porte. Utilizou-se geogrelhas de polipropileno, poliéster e de fibra de vidro e geotêxtil tecido de polipropileno. Um solo com 58% de argila (subleito) e um pedregulho areno-siltoso (camada de base) foram empregados. Os ensaios de arrancamento foram executados com diferentes combinações entre solos e geossintéticos. Nestes foi utilizado um novo sistema de medida direta de deslocamentos ao longo da inclusão com sensores óticos a laser. Além de analisar os resultados com curvas força de arrancamento x deslocamentos, foi possível utilizar gráficos rigidez x deformação para determinar o melhor geossintético no reforço de base de pavimentos. Como o corpo-de-prova de geossintético é de tamanho reduzido, garante-se a mobilização completa do reforço durante o ensaio de arrancamento e assim, é possível obter a deformação do mesmo. A abertura frontal da caixa de arrancamento tem influência no valor da força máxima ao arrancamento registrada no ensaio. Os resultados mostram que a interação solo-reforço é mais importante que a rigidez não-confinada do geossintético no comportamento do material em situação de confinamento no interior do maciço de solo. Observou-se que a resistência de junta, a geometria e o agulhamento da geogrelha, além da granulometria do solo, afetam a rigidez inicial do sistema. A melhor opção para os solos e geossintéticos estudados segue a seguinte ordem: (1) geogrelha de polipropileno, (2) geogrelha de poliéster, (3) geotêxtil tecido de polipropileno e (4) geogrelha de fibra de vidro.This work presents an evaluation of various geosynthetics efficiency in reinforced base course of road pavements using small scale pullout tests. It was used polypropylene, polyester and glass fiber geogrids and polypropylene woven geotextile. A soil with 58% of clay (subgrade), and a sandy-silty gravel (base course) were used. The pullout tests were conducted with different combinations among soils and geosynthetics. In these tests, a new system of direct measurement of inclusion displacements with laser optical sensors was used. Beyond analyzing the results with curves pullout force x displacements, it was possible to use graphics rigidity x deformation in order to determinate the best geosynthetic in base course reinforcement. As the geosynthetic specimen is of small size, the complete mobilization of the reinforcement is guaranteed and, therefore, it is possible to obtain its deformation. The frontal aperture of the pullout box influences the maximum pullout resistance. The results show that the soil-reinforcement interaction is more important than the unconfined rigidity of the geosynthetic on the material behavior in confinement situation inside the soil block. The joint resistance, the geogrid geometry and its nailing, besides the soil particles size, affect the initial system rigidity. Therefore, they are important for base course reinforcement of road pavements. The results showed that the best option for the soils and geosynthetics studied are in the following order: (1) polypropylene geogrid, (2) polyester geogrid, (3) polypropylene woven geotextile and (4) glass fiber geogrid.
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Pillai, Anjali G. "Shear Behaviour of GCL-Sand Interrfaces under Static and Dynamic Conditions". Thesis, 2023. https://etd.iisc.ac.in/handle/2005/6190.
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Geosynthetic clay liners (GCL) are unique geocomposites that combine the beneficial
properties of bentonite clay and geosynthetics in providing effective hydraulic barriers in
landfill systems. In landfills, GCLs form interfaces with soils and geosynthetics, resulting in
inhomogeneity of the system. Inadequate shear strength mobilization at the interfaces results
in translational failures in Geosynthetic Clay Liner (GCL). Interface shear strength of GCLs
with the sand particles is predominantly influenced by the surface characteristics of the GCL,
size and shape of the sand particles and their interaction mechanisms. These mechanisms
change drastically with the hydration of GCLs and under repeated and dynamic loading
conditions. This thesis examines the GCL-sand interactions and quantifies the interface shear
strength under static and dynamic conditions with dry and hydrated conditions in sand.
Illegal sandmining has resulted in the depletion of natural river sand and its scarcity for
various constructional activities. To combat this issue, this study proposes the use of
Manufactured sand (Msand) as a suitable subgrade or cover soil in landfills and evaluates its
performance as an interfacing material with GCLs and compares it with the performance of
river sand. Since the particle shapes of natural river sand and Msand are significantly different,
a part of this thesis is focused on quantifying the shape parameters of the sands and
investigating the effects of particle shape on the interaction mechanisms and shear strength of
different GCL-sand interfaces.
This thesis presents three different types of interface shear tests – modified direct shear
tests, inclined plane tests and shaking table tests on GCL-sand interfaces with a natural sand
and a manufactured sand under dry and hydrated conditions. Gradation of natural sand and
Msand was kept identical to eliminate the particle size effects. The static shear strength of
GCL-sand interfaces was evaluated through modified direct shear tests at higher normal
stresses and inclined plane tests at lower normal stresses. The dynamic frictional properties
were estimated using shaking table tests conducted at different g-levels, normal stresses, and
excitation frequencies under dry and saturated conditions. Results from the interface shear tests
were analysed in the light of shape analyses of sand particle and digital image analysis of
sheared GCL surfaces. Particle shape parameters were obtained using computational
algorithms applied to digital images of particles in MATLAB. To investigate the performance
of GCLs under repeated shear conditions, modified direct shear tests were carried out for eight
cycles of shearing in dry and hydrated conditions. The GCL used in the current study has a
nonwoven geotextile as the carrier layer and a woven geotextile as the cover layer. Interface
shear studies were carried out on both woven and nonwoven geotextiles interfacing with natural
and manufactured sands under dry and hydrated conditions.
Manufactured sand particles are less spherical and less rounded compared to river sand
particles and their roughness is about twice to that of the roughness of the river sand particles.
Results from the experimental and image studies showed that manufactured sand provides
better particle-fibre interlocking compared to river sand under all test conditions, due to the
favourable shape of its grains. Hence the natural sand interfacing with GCL in liners and
capping components of landfills can be replaced with manufactured sand, with added benefits.
Digital image analysis of GCL specimens exhumed after the shear tests provided important
clues to the microscopic interactions that govern the overall shear strength of the interfaces.
Surface changes to woven and nonwoven geotextiles due to shearing against natural and
manufactured sand are compared in terms of percentage area of sand particle entrapment,
extent of bentonite extrusion at different normal stresses under hydrated conditions and damage
to the geosynthetic fibres during repeated shear. Shaking table studies showed that the dynamic
friction angle of GCL-sand interfaces is only one third of the static friction angle, indicating
the need for choosing materials that provide higher interface resistance for the construction of
landfills in locations prone to earthquakes.
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Mirzababaei, M., Mostafa H. A. Mohamed, A. Arulrajah, S. Horpibulsuk i V. Anggraini. "Practical approach to predict the shear strength of fibre-reinforced clay". 2017. http://hdl.handle.net/10454/13385.
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yesCarpet waste fibres have a higher volume to weight ratios and once discarded into landfills, these fibres occupy a larger volume than other materials of similar weight. This research evaluates the efficiency of two types of carpet waste fibre as sustainable soil reinforcing materials to improve the shear strength of clay. A series of consolidated undrained (CU) triaxial compression tests were carried out to study the shear strength of reinforced clays with 1%, to 5% carpet waste fibres. The results indicated that carpet waste fibres improve the effective shear stress ratio and deviator stress of the host soil significantly. Addition of 1%, 3% and 5% carpet fibres could improve the effective stress ratio of the unreinforced soil by 17.6%, 53.5% and 70.6%, respectively at an initial effective consolidation stress of 200 kPa. In this study, a nonlinear regression model was developed based on a modified form of the hyperbolic model to predict the relationship between effective shear stress ratio, deviator stress and axial strain of fibre-reinforced soil samples with various fibre contents when subjected to various initial effective consolidation stresses. The proposed model was validated using the published experimental data, with predictions using this model found to be in excellent agreement.
Książki na temat "Geosynthetic fibres"
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M, Morrison Mark, Crull Anna W i Business Communications Co, red. Geosynthetics: New markets and opportunities for geotextiles, geomembranes, geosynthetic clay liners, and geomatrices. Norwalk, CT: Business Communications Co., 1993.
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High-performance Fibres. CRC, 2001.
Znajdź pełny tekst źródłaCzęści książek na temat "Geosynthetic fibres"
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Hsuan, Y. G., i R. M. Koerner. "Durability and lifetime of polymer fibers with respect to reinforced geosynthetic clay barriers; i.e., reinforced GCLs". W Clay Geosynthetic Barriers, 73–86. London: CRC Press, 2021. http://dx.doi.org/10.1201/9781003078777-10.
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Huat, Bujang B. K., Arun Prasad, Sina Kazemian i Vivi Anggraini. "Fibers and geosynthetics". W Ground Improvement Techniques, 113–46. CRC Press, 2019. http://dx.doi.org/10.1201/9780429507656-5.
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Hsuan, Y., i R. Koerner. "Durability and lifetime of the geotextile fibers of geosynthetic clay liners". W Geosynthetic Clay Liners for Waste Containment Facilities, 17–29. CRC Press, 2010. http://dx.doi.org/10.1201/b10828-3.
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Artidteang, S., T. Tanchaisawat, D. T. Bergado i S. Chaiyaput. "Natural Fibers in Reinforcement and Erosion Control Applications with Limited Life Geosynthetics". W Ground Improvement Case Histories, 717–40. Elsevier, 2015. http://dx.doi.org/10.1016/b978-0-08-100698-6.00025-8.
Pełny tekst źródłaStreszczenia konferencji na temat "Geosynthetic fibres"
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"Experimental Study on Soil Stabilization Using Fibres". W Recent Advancements in Geotechnical Engineering. Materials Research Forum LLC, 2021. http://dx.doi.org/10.21741/9781644901618-25.
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Abstract. For pavement constructions such as runway and highway construction, fine-grained soils are not suitable because of their undesirable properties such as grading of particle size, low bearing capacity, and more plasticity, and its ability to swell. To improve these soil properties various soil stabilization methods are needed. The stabilization is done by adding various stabilizing materials with the fine-grained soil. Fibres are one of the materials used in soil stabilization. This experimental study has been carried over to improve the bearing capacity of soft soil (from Sholinganallur, Chennai) by using Natural and Artificial fibres. During this study, the soil samples which has been stabilized with various fibres was prepared i.e., soil with Natural fibres (jute fibre) and soil with artificial fibres. In this experimental study, index properties and engineering properties of soft soil or unreinforced samples and stabilized soil samples with fibres are determined. Samples are subjected to various soil tests which have been used to determine the engineering properties of soil. The soil tests such as the standard proctor compaction test, unsoaked California Bearing Ratio (CBR) test, and Unconfined Compression (UCC) test had been done to determine the characteristics of the samples. To determine the properties of the reinforced materials, the fibres also have undergone various geosynthetic laboratory tests. The results of the study show that the bearing capacity of Shollinganallur fine-grained soil can be improved subsequently and water absorption by soil has been reduced significantly by using fibres.
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Loehr, J. E., R. J. Romero i E. C. Ang. "Development of a Strain-Based Model to Predict Strength of Geosynthetic Fiber-reinforced Soil". W Geo-Frontiers Congress 2005. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40782(161)20.
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Lostumbo, John M., i Olivier Artieres. "Geosynthetic Enabled with Fiber Optic Sensors for MSE Bridge Abutment Supporting Shallow Bridge Foundation". W Geo-Frontiers Congress 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41165(397)358.
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Turel, M., i S. Pamukcu. "Brillouin Scattering Fiber Optic Sensor for Distributed Measurement of Liquid Content and Geosynthetic Strains in Subsurface". W GeoShanghai International Conference 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40861(193)9.
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