Geotextile

Sub surface drainage atau biasa dikenal juga dengan nama underdrain atau subdrain adalah merupakan saluran air yang terdapat didalam tanah untuk mengalirkan air hujan ataupun air tanah yang berpotensi menggenang dan mengganggu atau bahkan merusak struktur yang ada. Terdapat berbagai macam sub surface drainage sesuai dengan fungsi dan kondisi site, namun disini yang akan difokuskan adalah metode pemasangan untuk sub surface drainage type French drain. French drain sangat cocok diaplikasikan untuk area yang lahannya luas seperti lapangan-lapangan olahraga, bandara, jalan raya, maupun konstruksi lain yang tidak memungkinkannya dibuatnya drainase terbuka. Dari jenis material yang digunakan French drain dapat dibagi menjadi dua seperti gambar berikut : Adapun fungsi dari material-material yang digunakan dalam konstruksi French drain adalah sebagai berikut : Pasir Pasir sesuai dengan sifatnya sangat mudah mengalirkan air sehingga dapat berfungsi sebagai media pengalir dan penyaring pertama. Pasir yang digunakan harus bersih dari lumpur dan kotoran lainnya agar dapat berfungsi dengan baik. Non Woven Geotextile Nonwoven geotextile adalah berupa lembaran yang terbuat dari bahan polyester atau polypropylene yang diproses dengan cara needle punch dengan mesin berteknologi tinggi dan pengawasan mutu yang baik. Nonwoven geotextile dalam konstruksi French drain digunakan sebagai filter untuk menahan butiran tanah agar tidak terbawanya oleh aliran air, namun juga tidak menghambat aliran air. Gravel Gravel memiliki rongga yang cukup besar untuk dapat menampung dan mengalirkan air. Gravel yang digunakan harus bersih dari lumpur dan kotoran lainnya agar tidak terjadi hambatan pada alirannya. Geopipe Geopipe adalah pipa corrugated perforated yang terbuat dari bahan HDPE High Density Polyethylene (HDPE) yang memiliki ketahanan tinggi dari korosi, bahan kimia dan paparan sinar matahari. Geopipe sangat efektif dan efisien untuk menampung dan mengalirkan air. Lubang-lubang aliran airnya tersebar merata diseluruh dinding pipa sehingga kapasitas pengalirannya cukup tinggi. Bentuknya yang corrugated memiliki banyak keuntungan, selain untuk mencegah butiran gravel menyumbat pada lubang-lubang yang tersebar merata di seluruh dinding Geopipe juga menambah kekuatan tekannya. Geopipe sangat ringan dan flexible sehingga sangat mudah dalam pengiriman dan pemasangannya dilapangan.

Road construction on the land reclamation of the ocean generally face problems, they are such as embankment which is sensitive settlement by the condition of the tidal sea water. Without retaining walls, the material will happening settlement because carry away by the tides of sea water, so that it will eventually happening differential settlement which causes the road pavement will be more easily damaged than the age of the plan. The purpose of this study was to overcome the problem of embankment settlement due to the tidal conditions of sea water using the construction of reinforced soil walls with geotextile reinforcement. The results of stability analysis of relation was in the vertical distance (Sv) relationship of the local embankment obtained the smaller value of (Sv) so the number of layers of reinforcement needed to be more, but the value of safety factor to the pull bars and broken bars become larger. It is provided that the better value friction angle for embankment, the smaller the value of the length of geotextile that is needed and the higher the value of intern stability. The results obtained based on the height embankment of 6 m, the spacing used (Sv) between the same as bar reinforcement of 0,8 m, and length of geotextile that is 13,5 m for the local embankment, 12 m for the embankment of Palu River and 9 m to embankment of Palupi River. With safety factor for extern stability consists of Fgs = 1,5, Fgl = 2,0 and Fqu > 2,0. And safe factor for intern stability consists of Fr> 1,2 and Fp> 1,5.

Threats to beaches have accelerated the coastal destruction. In recent decades, geotextile tubes were used around the world to
prevent coastal erosion, to encourage beach nourishment, and to assist mangrove rehabilitation. However, the applications of
geotextile tube in sandy andmuddy coasts have different concerns as the geological settings are different. Applications of geotextile
tubes in sandy beaches were mainly to prevent coastline from further erosion and to nourish the beach. However, for the muddy
coasts, mangrove rehabilitation and conservation were additional concerns in coastal management schemes.The mangrove forests are natural barriers which can be found on the muddy coasts of many tropical countries. In this paper, the viability of geotextile tubes in sandy and muddy beaches was analysed. The advantages and disadvantages of the utilization of geotextile tubes in coastal
management were discussed based on the experiences from the tropical countries such as Mexico, Malaysia, andThailand. From the case studies, impressive improvements in coastal restoration after installation of geotextile tubes were shown. Based on the discussion, several recommendations to improve the application of geotextile tubes were suggested in this paper.

GEOSENTETICS IN PAVED ROADS EN STRUCTURES
ABSTRACT
This report contains detailed information on the use of geogrid, geotextile and geogrid composites in paved/coated structures (highway, airport runways, container storage areas, etc.).


KAPLAMALI YOLLARDA GEOSENTETİKLER
ÖZET
Kaplamalı yapılarda (karayolu, havaalanı pistleri, konteynır  depo alanları vb) geogrid,geotekstil ve geogrid kompozitlerin kullanımına dair tafsilatlı bilgiler ihtiva ediyor.

Composite geotextiles with polyester yarn reinforcement have been commonly used in combination with unsaturated soils. Both unsaturated and saturated shear strength of the interfaces were investigated between a composite geotextile and three major types of materials: silty sand (SM), low-plasticity silt (ML) and highplasticity clay (CH) in a direct shear box. The interfaces were formed using two methods (A and B) to reflect the wide range of possible contact conditions in practice. Method A involved statically compacting the soil directly on top of the composite geotextile, while for Method B, the soil was statically compacted in a separate mold and later brought into contact with the composite geotextile. Type B interfaces required a larger displacement to mobilize the shear strength than Type A interfaces. The ultimate failure envelopes of SM and ML soils were similar to those oftheir interfaceshearing. Notably, the failureenvelopes for the clay-geotextile interfaceof both types were higher than that of clay alone. The unsaturated soil-only shearing had a higher peak strength and tended to dilate more than saturated soil-only shearing, while unsaturated soil-interface shearing appeared to be more contractant than saturated interface shearing. The strength variations with suction for all tested soils and interface shearing were clearly non-linear. A new model that takes account of the condition of soil-geotextile contact intimacy is proposed for predicting the variation of interface strength with suction, based on the variation of the soil's apparent cohesion with suction and the geotextile-water retention curve.

environments through a concept we call co-relation. This term is similar to the idea of correlation and dependence in statistics, that describes relationships between two sets of data, but rather than defining a causal relationship, the data sets co-exist and influence each other as fields. In fact, it bears closer relation to Hillier's conception of manifold or commutative square:

1. Pendahuluan Dalam aplikasi Geotextile untuk drainase, geotekstile berfungsi untuk mengendalikan bergeraknya butiran tanah bersama air, yaitu sebagai filter guna untuk mencegah tanah tercuci ke dalam sistem drainase. Butiran tanah, bila tercabut dari tempat awalnya di sekitar drainase, kecuali dapat mengotori struktur drainase, juga dapat mengganggu kestabilan permukaan tanah di sekitarnya. Pada prinsipnya, perancangan geotekstil sebagai filter sama seperti perancangan filter dengan menggunakan tanah granuler. Geotekstil sama dengan tanah yang mempunyai rongga pori dan butiran (untuk geotekstil fiber-fiber identik dengan butiran). Hanya, bentuk dan susunan dari fiber, pori-pori geotekstil lebih komplek dari tanah. Dalam geotekstil, pori-pori dapat diukur butiran (saringan), seperti yang dilakukan untuk tanah. Karena ukuran pori-pori geotekstil yang dapat diukur, maka dapat dibuat hubungan antara ukuran pori-pori geotekstil dan ukuran butiran tanah yang harus ditahannya. 2. Drainase Pekerasan Jalan Aplikasi geotekstil untuk drainase bawah dari struktur perkerasan kaku dan lentur ditunjukkan dalam Gambar 1. Di sini, geotekstil berfungsi sebagai mencegah hilangnya tanah berbutir halus larut bersama aliran, dan memberikan kelancaran pada air yang mengalir. Aliran air tanah yang tidak terkendali dapat merusak struktur tanah, sehingga sistem drainase bawah diperlukan di bawah perkerasan jalan, tempat parker, dan sebagainya. Permitivitas atau flux (kapasitas meloloskan air) dan ukuran pori atau ukuran bukaan (opening size) dari geotekstil merupakan hal penting yang harus diperhatikan. Untuk itu harus digunakan non woven geotextile, karena material ini mempunyai permeabilitas tinggi dan ukuran pori yang kecil. Dalam kebanyakan struktur drainase bawah, kekuatan geotekstil umumnya tidak merupakan masalah utama, namun harus diperhitungkan dengan pengaruh-pengaruh buruk saat pemasangannya. Untuk mengurangi potensi penyumbatan pada geotekstil, ukuran bukaan pori dari geotekstil harus dibandingkan dengan ukuran butiran dari tanah dasar. Non woven geotextile tipe needle punched continuous

In this investigation, the interaction behaviour of geotextiles with sand is evaluated by conducting extensive laboratory interface tests both in direct shear and pull-out. A comprehensive test program was established to include a needle punched non-woven geotextile interacting with sands of different grading, grain size distributions and grain shapes namely; Cape Flats, Klipheuwel and Munich sands. The respective responses were primarily presented in terms of shear stress/horizontal displacement and pUll-out resistance/front displacement relationships; showing the frictional performance of the geotextile in these sands of different physical characteristics. Interface shear strength in both test methods was determined using Mohr-Coulomb's law. The ensuing shear strength values were compared with each other and with the direct shear strengths of the respective sands used in this investigation. Specific emphasis and detailed analyses went into the pull-out experiments in which local displacements of the geotextile specimens were measured as the test progressed. The measurements enabled the study of the stretching characteristics of the geofabric in the different sands. Applying an extrapolation procedure to approximate the constantly changing deformation modulus of the geotextile as it stretched in the respective sands, allowed the back-prediction of the pull-out force/displacement relationship, and thus enabled the study of skin friction distribution along the geotextile specimen during pull-out. The effect of the grading and grain size on the development of the interface shear stress, the peak values, and the type of interface failure could be demonstrated.

The performance of a pavement is very responsive to the characteristics of the soil subgrade, which provides base for the whole pavement structure. For that reason of utmost significance the performance of pavements is enhanced by adopting proper design and construction schemes. Million tons of fly ash produced from various thermal power plants is low unit weight, non-plastic, very fine and disposed in slurry form into ponds covering huge area. The ash acquired from ponds gets directly air-borne and thus constitutes a serious pollution threat to the society. These materials have a low load carrying capacity, degraded settlement distinctiveness and their utilization in civil engineering works is a tough assignment. On the other hand the performance of these materials can be improved by using soil reinforcement procedure. It can be used as a pavement sub grade with the help of Geotextile sheets as reinforcement. In this study, samples of fly ash compacted to its maximum dry density at the finest moisture content is organized without and with Geotextile layers in the CBR mould. Geotextile sheets equal to the plan dimensions of CBR mould is placed in distinct preparations of 1 st , 2 nd , 3 rd and 4 th layers at different locations (i.e. at different embedment ratio, z/d) in the CBR mould. Subsequent to each arrangement of Geotextile, the CBR (California Bearing Ratio) values are evaluated in the laboratory and compared with the results of CBR values earlier than including geotextiles.

Sudden subsidence problems, caused by gypsum karst developed in the Permian sequence of Northern England, have caused difficult conditions for road construction. This paper presents the design strategy, mathematical modelling and parameters used to construct roads to cope with such difficult ground conditions. Because it is impossible to locate all the subsidence features along a route, the road design has to cope with potential future problems. This is achieved by using reinforcementcomprising layers of tensile membrane material within the earth embankment. This will prevent dangerous catastrophic collapse and maintain serviceability, but will allow sagging to show where major problems exist. The modelling showed that for the situation at Ripon, two layers of tensile membrane material within the earth embankment fulfilled the design brief for the road.

The paper discusses the problem of the soft soil and solution to overcome it. The use of geotextile as a reinforcement in soil in the emphasizing point of research which is been reflected into the paper. The test California bearing ratio been performed to check the behaviors of soil when induced/combined with geotextile. The result of such are been discussed below.

Gypsum karst problems in the Permian and Triassic sequences of England have caused difficult conditions for bridge and road construction. In Northern England, the Ripon Bypass crosses Permian strata affected by active gypsum karst and severe subsidence problems. Here, the initial borehole site investigation for the road was supplemented by resistivity tomography studies. The roadway was reinforced with two layers of tensile membrane material within the earth embankment. This will prevent dangerous catastrophic collapse, but will allow sagging to show where problems exist. The River Ure Bridge was constructed across an area of subsidence pipes filled with alluvial deposits. It was built with extra strength, larger than normal foundations. If one pier fails, the bridge is designed for adjacent arches to span the gap without collapse. The bridge piers are also fitted with electronic load monitoring to warn of failure. In the Midlands area of England, road construction over Triassic gypsum has required a phase of ground improvement on the Derby Southern Bypass. Here, the gypsum caps a hill where it was formerly mined; it dips through a karstic dissolution zone into an area of complete dissolution and collapse. The road and an associated flyover were built across these ground conditions. A major grouting program before the earthworks began treated the cavities in the mine workings and the cavernous margin of the gypsum mass. Within the karstic dissolution zone, gypsum blocks and cavities along the route were identified by conductivity and resistivity geophysical surveys, excavated and backfilled. In the areas of complete dissolution and collapse, the road foundation was strengthened with vibrated stone columns and a reinforced concrete road deck was used.

Functions, Types, Uses and Advantages of Geosynthetics.
SUMMARY
A summary presentation of the functions, types, uses and advantages of geosynthetics.


Geosentetiklerin İşlevleri, Çeşitleri, Kullanım Alanları ve Avantajları.
ÖZET
Geosentetiklerin işlevleri, çeşitleri, kullanım alanları ve avantajları üzerine tanıtıcı,özet bir sunum.

The geotextile filters design is based on the retention and the permeability criteria. In particular, the retention criterion, that a filter must satisfy in comparison to the base soil, is commonly expressed as O F D 85 , where O F is the geotextile characteristic opening size and D 85 is the soil particle diameter corresponding to the 85% of the passing soil mass grain size distribution. As consequence, the filter should retain only the larger particles of the base soil. This criterion works if the larger particles retain the smaller particles and this condition is verified when these particles form the solid skeleton (constituted by interconnected particles that transfer the stresses). When the granular soil has a broadly grain size distribution, with uniformity coefficient greater than 3, the larger particles generally do not belong to the solid skeleton but they are "immersed" in the smaller particles matrix that constitutes the solid skeleton (Giroud, 2010). So, for broadly granular soils, if the retention criterion previously defined is satisfied, this condition does not guarantee that the whole base soil is retained. In fact, the base soil could be subjected to an internal erosion phenomenon if the geotextile filter characteristic opening size is too large and the larger particles retained by the filter are not able to retain the smaller particles of the base soil and a hydraulic flow of dragging exists. The paper focuses on the development of a new theoretical method that, starting from the base soil mass grain size distribution and from its relative density, determines the upper limit value of the geotextile filter characteristic opening size, O F , to be used in the retention criterion in order to avoid the internal erosion of broadly granular base soil.

Antibiotic resistance poses an important threat to global public health and has become a challenge to modern medicine. The occurrence of antibiotic-resistant bacteria in a broad range of foods has led to a growing concern about the impact that food may have as a reservoir of antibiotic resistance genes. Considering Minas Frescal Cheese (MFC)-a typical Brazilian white soft cheese-and its economic and cultural values, in this study, medically relevant antimicrobial-resistance genetic markers (AR genes) were screened, and the occurrence of integrons were evaluated in manufactured MFC using culture-independent approaches. Through a fingerprinting analysis, the tested MFCs were brand-clustered, indicating reproducibility along the production chain. A common core of resistance markers in all brands evaluated and related antimicrobials such as β-lactams, tetracyclines, quinolones, and sulfonamide was detected. Several other markers, including efflux pumps and aminoglycosides-resistance were distributed among brands. Class 1 and 2 integrons were observed, respectively, in 77% and 97% of the samples. The presence of AR genes is of special interest due to their clinical relevance. Taken together, the data may suggest that the production chain of MFC might contribute to the spread of putative drug-resistant bacteria, which could greatly impact human health. Furthermore, detection of class 1 and class 2 integrons in MFC has led to discussions about resistance gene spread in this traditional cheese, providing evidence of potential horizontal transfer of AR genes to human gut microbiota.

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This paper presents the results of load tests conducted in the laboratory on an embedded model strip footing resting on a reinforced dense sand bed. The reinforcement used was woven geotextile with wraparound ends, as well as without wraparound ends for investigating the benefits of providing wraparounds. The number of reinforcement layers varied from 1 to 5. The ratio of embedment depth of the footing to its width, called the embedment depth ratio, varied from 0 to 1. The effect of utilizing the wraparound ends with the reinforcement on the load-bearing capacity of the reinforced sand bed has been of special interest in this study. The experimental results arising from the study are compared with the numerical findings based on the finite-element analysis (FEA) carried out using the PLAXIS 2D software. The study shows a significant improvement in both the load-bearing capacity and the stiffness of the sand bed with increasing number of reinforcement layers, as well as with the provision of wraparound ends of the reinforcement. The numerical results follow the experimental results closely for lower settlement values. The graphical presentations of the results of our experimentation can be used as preliminary design guidelines for field applications with conditions similar to those considered in the present study. However, the results presented in this paper may require modifications suitably to account for the difference in the scale of laboratory and the field conditions while using them for practical applications.

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Tile ASCE Committees on Grouting and Soil Improvement and Geo~etics are jointly org-ni~ng this conference. The conference will focus on recent developments in the U.S. and abroad in design and practice of grouting techniques, soil improvement and geosynthetics engineering. SeSsiOns will cover: (1) Reinforcement of foundation soils; (2) Densification of foundation soils; (3) Stabilized embankments; (4) In-situ slope stabilization; (5) Geosynthetics for soilimprovement; (6) Grouting materials; (7) Grouting technology and applications; (8) Ground treatment for t~mnels; (9) In-situ waste stabilization; and (10) Soil modification and environmental geotechnology.

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Abstract This paper presents a study of geotextile reinforced model walls subjected to vertical surchange. Different reinforcemnt layouts were tested. Vertical stress distributions were measured at the base of the walls as well as internal displacements and horizontal displacements at the face of the wall. Comparisons between predictions and measurements were also made. The results showed that the reinforcement arrangement used in the wall can significantly affect its face displacements and the stresses at its base. Theoretical predictions of stresses and displacements in geosynthetic reinforced walls are sensitive to some soil or reinforcement parameters usually unavailable in routine works.

Geotextiles are routinely used in separation and filtration applications. Design of these systems is currently based on saturated properties of the geotextiles and the surrounding soils. However, in the field, soil and geotextile can be in an unsaturated state for much of their design life during which they are essentially hydraulically non-conductive. Periodic wetting and drying cycles can result in rapid and large changes in hydraulic performance of soil-geotextile systems. The writers have reported the results from physical water infiltration tests on sand columns with and without a geotextile inclusion. The geotextile inclusions were installed in new and modified states to simulate the influence of clogging due to fines and to broaden the range of hydraulic properties of the geotextiles in the physical tests. This paper reports the results of numerical simulations that were undertaken to reproduce the physical tests and strategies adopted to adjust soil and geotextile properties from independent laboratory tests to improve the agreement between numerical and physical test results. For example the paper shows that the hydraulic conductivity function of the geotextile must be reduced by up to two orders of magnitude to give acceptable agreement. The lower hydraulic conductivity is believed to be due to soil intrusion that is not captured in conventional laboratory permeability tests. The calibrated numerical model is used to investigate the influence of geotextile and soil hydraulic conductivity and thickness as well as height of ponded water at the surface on wetting front advance below the geotextile and potential ponding of water above the geotextile due to a capillary break mechanism. A simple analytical model is also developed that predicts the maximum ponding height of water above the geotextile based on two-layer saturated media and 1-D steady state flow assumptions. The analytical model is used to generate a design chart to select geotextiles to minimize potential ponding of water above the geotextile. Ponding can lead to lateral flow of water along the geotextile in reinforced wall, slope, embankment and road base applications.

Geotextile Tube is an innovative technology which can be used as the core of a breakwater structure to address shoreline erosion problems. One of the advantages of Geotextile Tubes is the use of sand fill material which is available in most project sites. Another significant advantage of Geotextile Tube system is simple and fast in installation When a filled Geotextile Tube is combined with rocks and concrete armour units, Geotextile Tube Breakwaters become an effective structure in absorbing wave energy thus preventing shoreline abrasion.

Retaining walls in Brazil have often been reinforced using nonwoven geotextiles instead of other reinforcement inclusions such as geogrids, woven geotextiles, and metallic reinforcements. This approach has several advantages such as ease of construction, expediency, and significant cost reduction. However, current lack of field data on the field performance of nonwoven geotextilereinforced structures, mainly regarding displacements, has prevented their utilization in critical structures. Observation of the behavior of full-scale structures and a further characterization of the materials are needed to gain understanding of the behavior of nonwoven geotextile-reinforced soil structures. Accordingly, a series of nonwoven geotextile-reinforced soil structures was built and instrumented to analyze their behavior. This paper presents the results of a full-scale field monitoring program and associated finite element analyses conducted for a nonwoven geotextilereinforced soil wall. The results show that current design methods provide conservative evaluation of the overall stability of the structure. The results of the numerical simulation indicate that FEM is a useful tool to predict the response of structures reinforced with geosynthetics. Monitoring results were found to be in agreement with those obtained in the numerical simulation.

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because of the extensive use of granular backfill in reinforced soil walls and embankments. The advantages of using granular materials are their higher frictional resistance, their stable engineering properties with time and with changes in moisture content, and their ability to provide free-drainage backfill. However, the cost, availability, and transportation of granular material raise the cost of construction. The use of marginal backfill soils, conversely, would involve considerable savings given that this type of backfill could serve the intended engineering purpose without excessive deformations or structural failure. Marginal soils are those soils that have relatively poor engineering properties compared with selected fills. The successful use of marginal soils as reinforced backfill has been documented in a number of case studies (1-4). However, the information on the interaction between different reinforcement materials and marginal backfills is still needed. The distributions of the lateral earth pressures and the coefficients of reinforcement-soil interface friction with depth are functions of the properties of the backfill and reinforcement. Consequently, these two distributions may change after the design-specified combination of backfill-reinforcement. The adhesion between the reinforcement and soil interface is also dependent on the reinforcement texture, geometry, and extensibility. The shortage of granular materials in Louisiana has led to a growing interest in the use of the available low-quality backfill in the construction of reinforced soil walls and slopes. To evaluate the interface mechanism between these materials and geosynthetics, the Louisiana Transportation Research Center (LTRC) conducted a series of laboratory and field pullout tests using various types of geosynthetic reinforcements in marginal silty clay soil of medium plasticity (5). The main objectives of this paper are to compare the results of the laboratory and field pullout tests program and to evaluate the different soil-geosynthetic interface parameters [the coefficient of interaction (C i) and pullout design parameters (F*, α)]. The shear stress distribution along the reinforcement specimen also was evaluated.

Geotextile tubes are finding increasing market acceptance for dewatering high water content materials. The success of this application depends on the filtration compatibility between the high water content materials and the geotextiles used to make the tubes. In this paper, 26 pressure filtration tests using four woven geotextiles of various materials were conducted to study soil retention and permeability of the sludge/geotextile system and the possible controlling factors. Based on the test results, the filter cake is not only the major contributor to the retention of fine particles, but also causes a decrease in permeability. Controlling the formation of the filter cake on the inside of the geotextiles tube and thus achieving a balance between soil retention and permeability is vital to a successful project. Surprisingly, initial water content may have a significant effect on the dewatering efficiency and dewatering rate. More testing is recommended to gain a deeper understanding into this relationship.

In this investigation, the interaction behaviour of geotextiles with sand is evaluated by conducting extensive laboratory interface tests both in direct shear and pull-out. A comprehensive test program was established to include a needle punched non-woven geotextile interacting with sands of different grading, grain size distributions and grain shapes namely; Cape Flats, Klipheuwel and Munich sands. The respective responses were primarily presented in terms of shear stress/horizontal displacement and pUll-out resistance/front displacement relationships; showing the frictional performance of the geotextile in these sands of different physical characteristics. Interface shear strength in both test methods was determined using Mohr-Coulomb's law. The ensuing shear strength values were compared with each other and with the direct shear strengths of the respective sands used in this investigation. Specific emphasis and detailed analyses went into the pull-out experiments in which local displacements of the geotextile specimens were measured as the test progressed. The measurements enabled the study of the stretching characteristics of the geofabric in the different sands. Applying an extrapolation procedure to approximate the constantly changing deformation modulus of the geotextile as it stretched in the respective sands, allowed the back-prediction of the pull-out force/displacement relationship, and thus enabled the study of skin friction distribution along the geotextile specimen during pull-out. The effect of the grading and grain size on the development of the interface shear stress, the peak values, and the type of interface failure could be demonstrated.

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