• Geomechanics and Engineering
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• v.5 no.3
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• pp.263-281
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• 2013

Geotextiles and geogrids have been in use for several decades in variety of geo-structure applications including foundation of embankments, retaining walls, pavements. Geocells is one such variant in geosynthetic reinforcement of recent years, which provides a three dimensional confinement to the infill material. Although extensive research has been carried on geocell reinforced sand, clay and layered soil subgrades, limited research has been reported on the aggregates/ballast reinforced with geocells. This paper presents the behavior of a railway sleeper subjected to monotonic loading on geocell reinforced aggregates, of size ranging from 20 to 75 mm, overlying soft clay subgrades. Series of tests were conducted in a steel test tank of dimensions $700mm{\times}300mm{\times}700mm$. In addition to the laboratory model tests, numerical simulations were performed using a finite difference code to predict the behavior of geocell reinforced ballast. The results from numerical simulations were compared with the experimental data. The numerical and experimental results manifested the importance that the geocell reinforcement has a significant effect on the ballast behaviour. The results depicted that the stiffness of underlying soft clay subgrade has a significant influence on the behavior of the geocell-aggregate composite material in redistributing the loading system.

• Geotechnical Engineering
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• v.6 no.3
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• pp.53-64
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• 1990

Load tests for ten small-scale foundation models combined with geotextile and sand mat were conducted to study the effect of geotextile, sand mat, and foundation types on deformation of foundation soils. In addition, the experimental results were compared with those obtained from numerical analysis using a software program. The main conclusions were summarized as follows : 1. The restraint effect on GIT is more outstanding on the lateral displacement than on the vertical one. 2. The only use of SIM has better effect for the restraint of lateral displacement than vertical ogle. 3. The use of both SIM and GIT are required for the restraint of lateral and vertical displacement.

• Magazine of the Korean Society of Agricultural Engineers
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• v.33 no.2
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• pp.82-93
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• 1991

The objective of this paper is to show that the soil-geotextile interaction needs to he addressed in addition to the usual tensile and modulus properties when the geotextile is being designed for a specific application. The soil-geotextile interaction can be directly assessed by standard direct shear test. The data presented here show that the shear strength paramaters describing the soil-geotextile interface can he greatly influenced by the type of the geotextile. In this investigation, we examined nine different geotextiles of varying construction and surface textures with two standard soil, under five loading conditions, and compared the shear strength and the frictional resistance with the corresponding values of soil itself The following conclusions were drawned from this study. 1. The shear stress-strain curve shows that there are the residual shear stresses at the soil-geotextile interface. Because of the hydraulic gradient between the soil and the geotextile, the excessive pore water can migrate into the geotextile and among the filaments and dissipate through the soil-geotextile interface. 2. The shear strength of the soil-geotextile interface is affected by the moisture content of the soil. At moisture content lower than the optimum water content of the Proctor compaction test, the shear strength of the soil-geotextile interface is greater. 3. The type and surface roughness of the geotextile have the greatest influence on the interface friction angle between the soil and the geotextile.

• Geotechnical Engineering
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• v.8 no.3
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• pp.61-74
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• 1992

In order to provide fundamental data for the design of geotextile drains, the in-plane permeability coefficients were determined by tests and permeable cllaracteristics were investigated, mainly on domestic nonwoven and composite getextile products used for drainage purpose. The results obtained are as follows, The thickness, the in-plane permeability coefficient and the transmissivity with the in- crease of compressive stress are found to be remarkably decreased when the compressive stress is lass than about 10KN/m2. The inflane permeability of filament nonwovens are found to be lower than that of composites or staple-fiher nonwovens, and the compressibility of the geotextile shown to be larger for the polyester nonwovens than for the polypropylene nonwovens. The relation of compressive stress, q and compressibility, Cr is expressed as Cr=13.37 In q+23.28 and that of compressibility on the basis of 2KN /m2, Cr' and decrease ratio of in-plane permeability coefficient is followed Pr: 1.25Cr'

• Geomechanics and Engineering
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• v.34 no.6
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• pp.611-621
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• 2023

This paper presents the results of a numerical investigation of the effect of geotextile reinforcement on underlying buried pipe behavior using PLAXIS 3D. In this study, variable parameters such as the in-plane stiffness of the geotextile, the pipe stiffness, the soil stiffness, the footing width, the geotextile width, and the location of the geotextile reinforcement layer are investigated. Deflections and bending moments acting on the pipe are evaluated for different combinations of variables and are presented graphically. It is observed that with an increase in the in-plane stiffness of the geotextile reinforcement, there is a tendency for a decrease in both deflections in the pipe and bending moments acting on the pipe. Conversely, with an increase in the pipe stiffness, geotextile reinforcement efficiency decreases. In the investigated region of soil stiffness, for the given pipe and geotextile stiffness, an optimum efficiency of geotextile is observed in medium dense soils. Further, it is shown that relative lengths of geotextile and footing has an important role on geotextile efficiency. Lastly, it is also demonstrated that relative location of geotextile layer with respect to the buried pipe plays an important role on the geotextile efficiency in reducing the bending moments acting on the pipe and deflections in the pipe. In general, geotextiles are more efficient in reducing the bending moments as opposed to reducing deflections of the pipe. Numerical validation is done with an experimental study from the literature to observe the applicability of the numerical model used.

• Journal of the Korean Geosynthetics Society
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• v.5 no.1
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• pp.33-38
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• 2006

Large-scale direct shear tests were conducted in order to evaluate both the shear strength of crushed stone itself and the interface shear strength between crushed stone and geotextile. Total three types of geotextile (i.e. one woven geotextile and two nonwoven geotextiles) were used in the experimental program, considering two different values for the unit weight of crushed stone. Total fifteen tests were conducted in this study. It has been found from the experimental results that the friction angles of crushed stone itself were $47^{\circ}$ and $57^{\circ}$ under the unit weights of crushed stone being $1.4t/m^3$ and $1.5t/m^3$, respectively. Interface friction angle between nonwoven geotextile and crushed stone showed $39^{\circ}$ for type A indicating an efficiency of 83% and $42^{\circ}$ for type B indicating an efficiency of 89%. Similarly, interface friction angle between woven geotextile and crushed stone showed $39^{\circ}$ indicating an efficiency of 83%.

• Journal of the Korean Geotechnical Society
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• v.17 no.6
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• pp.135-148
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• 2001

In this study, an assessment method was proposed to evaluate the pullout resistance between geosynthetic and backill soil by using a stress-strain relationship of the orthotropic composite material subjected to both longitudinal and vertical loadings. For this analysis friction characteristics of geosynthetic-soil and stress-strain relationships subjected to soil confined pressure were investigated by performing the laboratory pullout tests for three types of geosynthetics and performing the confined extension tests far seven types of geosynthetics having geotextiles, composite geosynthetics and geogrids. A comparison was made between unconfined an confined moduli far each geosynthetic material to quantify the soil confinement effect on stress-strain properties. A comparison was also made between the relative increase of moduli at the same strain level among the seven geosynthetic materials to demonstrate the different responses of these geosynthetic materials under soil confinement. Based on the proposed procedure, it was shown that values of the increased tensile force are applicable fur the evaluation of friction strengths between five types of geosynthetics and sands in light of the soil confinement effect.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.36 no.1
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• pp.85-96
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• 2016

A series of tests were conducted to examine the filled tube shape with respect to the filling module type used and to investigate cone resistance properties of a dredged-soil-filled geotextile tube under water and drained conditions. Results based on the filling observation showed that the distribution of the accumulated fills inside the acrylic cell and vinyl tubes differs with respect to the type of filling modules. A crater formation around the inlet area was found during the test using I-type filling module and a horizontal sediment distribution was found during the test using inverse T-Type filling module. The dredged fill material was obtained from the Saemangeum area. The geotextile tube deformation of each filling stage was almost converged when the tube was fully drained. The cone resistance of the dredged fill in the geotextile tube under drained condition is large and is approximately 2~6 times that of the tube under water condition.

• Journal of the Korean Geotechnical Society
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• v.19 no.1
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• pp.173-180
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• 2003

In spite of its potential importance in the assessment of geosynthetic-related dynamic problems, no serious attempt has yet been made to investigate a probable dependence of dynamic friction resistance of the geosynthetic interface on shear displacement rate. Hence, an experimental study of geosynthetics was carried out on a shaking table, and the relationship between dynamic friction resistance and shear displacement rate of geosynthetic interfaces was investigated. A cyclic, displacement rate-controlled experimental setup was used. The subsequent multiple rate tests showed that interfaces that involve geotextiles have such unique shearing characteristics that shear strengths tend to increase with displacement rate. In contrast, once submerged with water, the shear strength appears to be no longer dependent on the displacement rate, partly due to lubrication effect of water trapped inside the interface. The results of the experimental study can be used in the seismic safety assessment of a landfill cover and slope where the geosynthetic materials are exposed to a relatively low normal stress.

• Journal of the Korean Geotechnical Society
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• v.15 no.5
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• pp.3-18
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• 1999

The geotextile filter, which is installed between the ground and the lining and used as a tunnel drainage system, should have sufficient groundwater drainage capacity so that water pressure does not act on the lining. The clogging may have a serious effect on the long term behaviour of geotextile filters. Two typical weathered residual soils in Korea, Shinnae-dong soil and Poi-dong soil, were chosen to investigate the in-plane flow characteristics of the soils with varying degree of compressive stresses applied on the geotextiles and with various conditions of hydraulic gradient. The Shinnae-dong soil is a relatively coarse material classified as'SW-SM'; on the other hand, the Poi-dong soil is much finer and is classified as'SC'. Based on the comparison of the $O_{95}$ of geotextile to the $D_{15}$ of residual soils, existing clogging criteria were reviewed, and a tentative clogging criterion for the in-plane flow of the residual soil through filters was proposed. The Shinnae-dong soil showed noticeable clogging phenomenon, while the clogging of the Poi-dong soil was not so serious. The Poi-dong soil seemed to be hindered in particle transport by its cohesiveness.