Publications

Pore pressures generated by gas underneath a geomembrane can affect its integrity and the entire lining system. It can create whales/hippos in a surface impoundment, significantly reduce normal stress on the lower interface and create a veneer instability on final landfill cover. The membrane is lifted by the pressure of the gas trapped beneath it. The solution to avoid such occurrences is to install a permeable material that collects and transmits the gas outside the lining system. It can be vented to the atmosphere in the case of impoundments or collected in a gas collection network for valorization in case of landfills, for example. A sand layer is certainly possible, but drainage geocomposites offer an efficient and economical alternative. Depending on the application, the drainage geocomposite is designed to act as a passive system (no mechanical vacuum applied) or active. This paper presents the use of multi-linear drainage geocomposite for gas collection and its hydraulic behavior to collect and evacuate the gas. A case study is also given with the use of geocomposite as venting layer under a lined pond.

Designing a double-lined landfill for contaminated soils certainly presents several challenges. Many design aspects are taken into consideration to comply with local regulations, including thickness of the natural clay layer, minimal slopes for leachate drainage, side slopes for soil stability, global design to lower stress on the geosynthetics, and much more.
We will focus on the choice of geosynthetics used for the construction of a cell on a contaminated soil landfill during the summer of 2023, as well as quality control and quality assurance, including electrical leak location. A multi-linear drainage geocomposite was selected to cover each layer of an HDPE geomembrane and a layer of natural sand was also installed. It was not practical to use sand on the secondary geomembrane in the slopes due to stability and damaging risks, therefore the drainage system solely relied on
the drainage geocomposite. To carry on with the electrical leak location, a conductive mesh was added to the geocomposite installed in the slopes, allowing 100% of the installed geomembrane to be tested.

With the rapid infrastructure development, the availability of competent soils is decreasing. The access roads and tracks practicability should be ensured when crossing these weak soils. The practicability of access roads and tracks is therefore important. Depending on the mechanical properties of the subgrade, the construction of access roads requires the use of granular foundation materials of significant thickness, which can result in substantial costs and construction delays. This is especially true when the runway is to be constructed on soft subgrade and possibly in the presence of water. This article presents the use of a high-performance reinforcement geosynthetic to stabilize unpaved access roads, control settlement and prevent contamination between the subgrade and the foundation. A laboratory case well documented is used. Two calculation methodologies based on the subgrade soil characteristics are provided and compared.

Geotextile are in most case intended for buried application, without exposure to sunlight. However, a short exposure to sunlight may occur before installation. Because of potential delay of installation and soil burying, the material is required to meet UV resistance. Artificial UV weathering will assess the potential risk of unintended exposure to sunlight. Photodegradation reactions consider the interactions with exposure conditions as well as polymer sensitivity to sunlight. Based on both laboratory measurements and field data, this paper evaluates the effect of light intensity, temperature and humidity with climates. Using polymer relation of its UV light sensitivity with the effective irradiance, a cumulative index is calculated for the reduction of geotextile service life from exposure to sunlight. Artificial weathering cycles for geotextiles are compared and related to the specific degradation mechanisms of polypropylene and polyethylene terephthalate. The reaction rate is correlated with temperature, respectively for each polymer. A model using radiant energy and temperature is proposed for guidance to service life prediction of partly UV exposed geotextiles.

Structures reinforced with geosynthetics consist in increasing the mechanical performance of a soil (mainly shear resistance) by associating it with flexible geosynthetics inclusions. One of the important issues in the construction of geosynthetic reinforced walls is the supply of natural backfill materials with the required properties needed for the stability of the wall. Indeed, unlike geosynthetics that exhibit stable properties due to extensive quality controls during the manufacturing process, soil matrix will vary from a site to another and even from the beginning to the end of the excavation work. It influences the soil stability itself and also the soil-geosynthetic interface. As it minimizes the influence of soil characteristics on the stability of the reinforced structure, M3S geotextile geocells make possible, in addition to the construction of reinforced structures with complex shapes, to reuse the soil material excavated on-site to build the wall, including those with very poor geotechnical characteristics. This publication presents the M3S cellular system and its mechanical and functional characteristics. It also gives a case study on the construction in 2019 of two MSE walls as part of the A71 motorway bypass on the APRR network, France.

With the expansion of urban areas, the construction on soft subgrade becomes a more often issue due to excessive settlement, especially for roads network. Nowadays, the tradition soft soil replacement solution is substituted by stabilization solutions to reduce the surface settlement. Geosynthetics (GSYs) are used to stabilize base course over soft subgrade under unpaved roads. GSYs improve this structure by the following mechanisms : lateral restraint and reinforcement of base course aggregates, tension membrane effect in rutted areas, and reduction of mixing between subgrade and base soils. With the reinforcement addition, the mechanisms developed at the interface become even more complex. It is important to identify and clarify these mechanisms in order to propose an efficient design method for this kind of structure. A large-scale laboratory test was designed and developed to characterize the GSYs effects and the reinforcement mechanisms in unpaved roads. An unpaved road platform was subjected to cyclic plate load. The platform consisted of a soft subgrade layer supporting a base course layer and placed in a box of 1.9 m of large, 1.8 m of length and 1.1 m of height. The composition of soft soil, the installation and the quality control procedure are detailed in this paper. The surface rutting, the subgrade settlement and the vertical stress distribution were monitored during the loading cycles. Moreover, the GSY strain was monitored using the fibre optic technology. Six tests were performed; two repeatability tests and four reinforced and unreinforced tests with different base course thicknesses. The tests performed proved the repeatability of the experimental protocol. Moreover, it is concluded that the used GSY has a negligible effect if the base course thickness is equal or higher than 350 mm. On the other hand, for a base course thickness of 220 mm, the geogrid reinforcement provides a surface rutting reduction of 22%, and a subgrade central vertical stress reduction of 30%. In comparison with the empirical and the analytical design methods from the literature, we conclude that these methods overestimate the base course thickness for unreinforced platform. These experiments consist in a preparation program to a full-scale experiment, with a cyclic Traffic load applied on the unpaved road surface, using the Simulator Accelerator of Traffic (SAT) machine developed at INSA Lyon.

Geosynthetics have been widely used since 1970 in unpaved roads. Various research studies showed the benefits of the reinforcement in facilitating the fill material compaction, improving the platform bearing capacity, which will allow the reduction of the fill material thickness, and the increase of the structure serviceability term. Different mechanisms take place between the aggregates platform and the reinforcement. Which affect the structural behavior: the aggregates platform confinement, the separation between the weak subgrade and the fill material, the membrane effect. The road structure becomes even more heterogeneous and the mechanisms more complex with the addition of the reinforcement layer and the underlying mechanics are still not completely understood. Therefore, it is important to provide more knowledge regarding these mechanisms, in order to propose an efficient design method for such structure. A full-scale laboratory test on unpaved roads has been designed and developed to characterize the effect of the reinforcement in this application. The platform tested is placed in a large box of 5 m in length, 1.9 m in width and 1.4 m in height. The tested platform is composed of 60 cm of weak subgrade supporting 22 cm or 35 cm of well-compacted fill material. A special attention has been given to the soil layers preparation, installation and quality control. The tested structure was subjected to a cyclic plate load and to a circulation traffic load using a large-scale apparatus SAT (Simulator Accelerator of Traffic). This apparatus was developed and adapted for this flexible structure. Indeed, it allows the application of a heavy traffic load on the unpaved road surface even for large surface displacement. During each test, the rut development, the vertical stress distribution and the settlement in the subgrade soil are monitored.

The geosynthetics were used in unpaved roads on soft subgrade since 1970. However, the developed mechanisms in unpaved reinforced roads are complex. In order to clarify and identify these mechanisms a full-scale laboratory test has been developed. An unpaved reinforced or unreinforced tested platform has been constituted in a laboratory large geotechnical box. The prepared platform was subjected to a cyclic plate load of a maximum magnitude of 40 kN resulting in a surface pressure of 560 kPa. The platform was subjected to 1,000 cycles. Two base course platform were tested (350 and 220 mm). A knitted geogrid was used in the reinforced platforms. A special attention was given to the soil layers composition, installation and compaction. The test repeatability was checked. The experimental results showed the reinforcement benefits in the platforms with a base course thickness of 220 mm. However, for a base course thickness of 350 mm the reinforcement was not effective. A numerical model was developed using the software FLAC 3D® to simulate the structure behavior under the first applied load. The results showed that the numerical model captures the structure behavior for the reinforced and unreinforced platforms.

The use of geogrids for pavement reinforcement has been continuously increasing over the past decades. Their main role remains to limit crack reflection and they are therefore typically used on cracked pavements before renovating the upper asphalt layers. Still, evaluating their performance is not a simple task because most available testing methods are still at an early development stage with sometimes limited field validation. As a consequence, no clear guidelines currently exists for selecting this type of products in preparation of a construction project. This paper presents the laboratory results gathered so far on fiber-glass reinforced geocomposites in view of their use in real jobsites. Fatigue testing and the potential to delay crack reflection as measured with the Cerema Autun device, are presented and discussed in the light of recent jobsites on Paris Charles de Gaulle Airport and French highway A7. In addition, the correct positioning of the geogrids on the asphalt support was further evaluated using the Leutner test. This clarifies the conditions under which the placement of these materials will be optimized. From this work, a clearer picture tends to emerge on how to specify these very specific products in order to maximize their benefit for extending pavement life time.

Geosynthetic reinforced retaining walls with cellular facing are well-known and mastered technics commonly used in France and around the world. This technic combines cellular blocks (such as concrete, gabion baskets…) with high modulus reinforcement geosynthetics and allows the retaining wall to resists stresses on very high heights. However, the installation procedure of these blocks knows some limits for great projects such as the duration of installation or how to deal with a draining system behind the facing. That’s why the idea of the creation of a block with new size, new weight and new composition came on the table. This concrete block with almost 1 m² of facing area per block and 700 kg empty allows the use of an hybrid solution part-weight/part-geosynthetic reinforcement while ensuring an extremely fast and easy on-site installation with classical lifting engines.

The use of geogrids for pavement reinforcement has been continuously increasing over the past decades. Their main role remains to limit crack reflection and they are therefore typically used on cracked pavements before renovating the upper asphalt layers. Still, the way they work remains a debated issue and no clear guidelines currently exist for selecting this type of products in view of a specific construction project. This paper presents our current understanding of the mechanisms behind asphalt pavement reinforcement in view of the 3 functions described in the European standard for these products (EN 15381), namely stress relief, reinforcement and interlayer barrier. As a consequence, an optimal geosynthetic design can be inferred, based on the combination of a fiber-glass geogrid and a light geotextile as exemplified by the Geoter® FNG product range developed at Afitexinov. The interest of these products is discussed and illustrated in the light of recent results.

In the event that a final cover is used to close a CCP disposal area, the cover system has to meet or exceed the EPA requirements. Regarding the drainage layer component, the use of Multi-Linear Drainage Geocomposite (MLDG) permits to collect and evacuate the infiltration water. MLDG like Drain Tube have embedded corrugated perforated mini-pipes regularly spaced between two non-woven geotextile layers. They enable water to be evacuated at a higher rate than an homogeneous drainage layer (Del Greco et al., Politecnico di Torino, Italy, 2012) even if the drainage slope is zero. Because differential settlement over time is one of the main concerns for CCP Landfill and Impoundment closures, Drain Tube will drain efficiently water and limit its accumulation even if differential settlements occur thanks to its directional behavior (drainage in the direction of the mini-pipes). The effective drainage capacity of the Drain Tube geocomposite which is a function of the distance between the mini-pipes in the product, is determined using GRI GC15 and ASTM D4716 standards. After Blond et al., 2010 and as per ASTM D7931 standard recommendation, the long-term drainage capacity of tubular drainage geocomposites is not affected by creep in compression nor geotextile intrusion when confined in soil. These two reduction factors RFCR and RFIN must be taken equal to 1.0 in the design of the drainage layer with a MLDG such a Drain Tube. This leads to a cost reduction and a higher factor of safety for the drainage layer.

Processed water storage is one of the main concerns for regulators and owners of operations in the shale gas and the oil sand industry, and for good cause: these extremely pollutant liquids concentrate all the toxic, organic, and chemical parts of the residues that are treated in the facilities. It is therefore necessary to be able to ensure storage under completely leakproof conditions – or at least, the most leakproof conditions we can achieve. Since assembled geomembranes are not 100% free of leaks, it is essential to consider the state of the art in quality assurance and quality control (QA/QC). Experience all over the world shows that an average of 10 leaks per hectare can generally be found on a lined project where everyone is following the standard QA/QC guidelines (internal QC on site during installation, vacuum box, and basic visual inspection). However, several studies show that the application of additional control practices can lead to an almost zero-defect project to the level detectable. Among these practices is a strong third-party engineer dedicated to improving the quality on site during all stages of the project, from design to operation. The engineer’s tasks will also include leak detection surveys during and after the installation of the geomembranes. These last methods, described by American Society for Testing and Materials (ASTM) standards, can be complicated – or even ineffective – depending on the materials used for the construction and the size of the defect. Based on a recent case study that is currently occurring in a project related to the mining industry in the USA, this paper will present the importance of those complementary quality controls and the limits of traditional geosynthetic solutions, and will show how conductive multi-linear drainage geocomposites offer an effective solution to enhance the quality of storage ponds, reduce the construction time, and limit environmental risks.

In the rehabilitation of flexible pavements, the reinforcement by geogrids has substantially increased recently, aiming to extend the service life of pavements. This work aims at evaluating the effect of fiberglass geogrid reinforcement in crack propagation of bituminous mixtures. To conduct the research, five pre-notched beams constituted of two bituminous mixtures layers, with and without geogrid, were tested. Two different fiberglass geogrids, maximum strength resistance of 100 and 50kN/m, and two types of emulsion as tack coat to glue the geogrid on the bituminous mixture layers, were combined for fabrication of three reinforced specimens. Also, two unreinforced specimens were also fabricated. One beam is composed by two bituminous mixtures layers glued by emulsion. The last beam, having the same size, is made of a single bituminous mixture layer. The specimens were subjected to the four-point bending notched fracture (FPBNF) tests, designed at the University of Lyon/ENTPE. A 3D Digital Image Correlation (DIC) device was used to determine the strain evolution around the crack and the crack tip location during the tests. The results showed that the effect of the geogrid is clearly noticeable when the specimen is subjected to high strain and the crack starts to propagate into the beams.

Construction of buildings on natural or degraded layers with the potential to generate gasses (biogas from waste, gas emission from polluted soils, radon, etc.) requires the installation of a gas collection and evacuation system to protect the health of the building’s inhabitants. Replacing crushed stone drainage layers using perforated collector pipers with a multi-linear drainage geocomposite composed of non-woven geotextile layers, needle-punched together with perforated and corrugated polypropylene pipes regularly spaced inside, typically every 1 m (40 in.), allows for the collection of gasses across the covered surface and significantly reduces excavation work and worksite traffic. As part of an active or passive subslab depressurization system, multi-linear drainage geocomposites reduce vacuum dissipations. A specific set of connectors is available to optimize the connections between the geocomposite layer and the collection pipes.

One of the important issues in the construction of geosynthetic reinforced walls is the supply of natural backfill materials with the required properties needed for the stability of the wall. M3S geotextile geocells make it possible, in addition to the construction of reinforced structures with complex shapes, to reuse the soil material excavated on site to build the wall, including those with very poor geotechnical characteristics. For specific sustainment wall case, choosing an adapted soil depends on its compatibility with used geosynthetics and most often on its mechanical parameters (Volumic weight, internal friction angle and cohesive strength) and its compacting ability according GTR manual recommendations. All that parameters come from Standardized Geotechnical Missions (NF P 94-500). Deduced from direct measures or correlations, parameters values are designed and controlled from the start to the end of works. This publication presents a project in a wind farm in France, realized with the M3S cellular system and its mechanical and functional characteristics. It also gives the main design steps to consider, the advantages of this solution and the limits of the system.

Railway construction involves important earthworks (embankments and cuttings). Cuttings may reach the water table, embankments may need preloading when on soft soils. Even during operation of the railway line, under the action of cyclic loads due to the passage of trains, the ballast put into place under the railways undergoes densification and degradation over time which reduces the void index and thus the hydraulic conductivity of the material. This phenomenon may be critical for the durability of the structure if the ballast is not able to quickly evacuate the water, especially during heavy rainfall, flooding and/or snowmelt. The installation of a drainage geocomposite with mini-pipes Drain Tube at these different stages allows protection against high water table on the cutting, decreases the time for consolidation on soft soils and increases the overall drainage capacity of the system under ballast.
This publication presents a case study for each application along with the related laboratory study or on-site monitoring. Drainage geocomposites with mini-pipes Drain Tube has been successfully utilized for 30 years, the main advantages being the high drainage capacity of the product under high loads in addition to the non-sensitivity to creep when confined and its robustness.

The paper presents first the pit pavement and asphalt pavement construction. Then, the signals obtained from the sensors are presented. They were measured once a truck, loaded at various weights, was circulated over the structure. Calculations using pavement design software allowed computing the expected strains in the pavement. The comparison between theoretical and experimental data from both smart geosynthetic and standard strain gauges, clearly shows the superiority of this new generation of sensors over traditional ones. Clearly, this new technology for strain measurements in pavements can replace traditional strain gages in a very simple way. Apart from obvious pavement monitoring, these devices can also be used for many other potential applications such as weigh-in-motion (WIM) system.

Tailings dewatering is a permanent concern for responsible mining companies. Soft and wet tailings can generally lead to stability issues in retaining ponds or dams, excessive environmental footprint because of their high water content and therefore a high volume to storage, and finally can increase the total process costs to a level that can eventually break the fragile equilibrium of the operation. This situation has become among the key issues to be solved, with higher environmental pressures and regulation authorities, as well as a market struggling since almost a decade. Traditional drainage geocomposites are commonly used in applications where the flow to be drained is average, the loads on the product are in the order of 500 kPa and the fines content of the soil to be drained is low. This paper presents a review of laboratory evaluations conducted on Multi-Linear Drainage Geocomposites (MLDG) to assess their applicability in tailings dewatering. Three studies were conducted. First, transmissivity tests were performed under very high normal loads, up to 2MPa, to reflect normal loads actually experienced in tailings and dams. Long‐term flow tests were then conducted during 90 days. In addition, filtration tests modeling the mechanisms involved in the deposition of tailings in a slurry form were performed, using a modified version of ASTM D5101. A scale test has been conducted in Morocco accordingly. All these tests were found to be conclusive and confirmed the applicability of MLDG for tailings dewatering applications. A case study of a recent project in Canada will be presented as well.

Pile-supported embankment on soft soil are currently reinforced by geosynthetics. Many an-alytical methods have been developed to design the geosynthetic but they are simplistic and do not take into account all the complexity of the developed mechanisms. Despite all the difficulties met when simu-lating the behavior of pile-supported embankments in the laboratory, it is shown that 1g physical modeling tests can help one to understand the behavior. A new small-scale model, which has been developed to reproduce the behavior of pile-supported embankment at the scale 1/10. A specific study have been made to find and qualify a foam simulating the behavior of the soft soil. The first tests have validated the ability of the device to correctly simulate the behavior of pile-supported embankment.

Under the action of cyclic loads due to the passage of trains, the ballast put into place under the railways undergoes densification and degradation over time which reduces the void index and thus the hydraulic conductivity of the material. This phenomenon may be critical for the durability of the structure if the ballast is not able to quickly evacuate the water, especially during heavy rainfall, flooding and/or snowmelt. The installation of a geocomposite with mini-pipes Draintube under the ballast layer allows to increase the draining capacity of the overall system and compensates for the loss of hydraulic conductivity of the ballast. The high density of the mini-pipe network in the geocomposite offers a high flow capacity and a lower response time than a homogeneous layer of draining material even for zero slopes.

In the design and construction of landfill leachate collection and detection systems, it is important to maintain adequate drainage in order to minimize the hydraulic head on both primary and secondary liner systems. This is reflected in minimizing the leakage through the liner system. The situation is heightened when wet (also called bioreactor) landfilling is practiced in order to have rapid degradation of the organics as opposed to traditional dry landfilling. Concern has been expressed over such aggressive liquid management practices in bioreactor landfilling in regard to the long term clogging of geocomposites in either the leachate collection or leak detection systems of double lined municipal solid waste (MSW) landfills. In order to evaluate different geocomposite drainage systems we tested several per the GRI-GC1 Standard, “Test Method for Soil-Filter Core Combined Flow Test”. These experiments were conducted for three years in a field laboratory at a major MSW landfill in the U.S.A. The investigation was conducted until system permeability reached equilibrium. It was found that the tubular geocomposite performed well over time. Good performance was predicated on proper geotextile filter selection with this particular leachate and set of environmental conditions. Conclusions and recommendations as to various possible drainage geocomposites and their behavior are presented.

Landfill gas (LFG) needs to be efficiently and effectively extracted from active and closed landfills to comply with air quality regulations as well as to fuel beneficial uses. LFG extraction is performed by applying a vacuum onto vertical wells or horizontal collection trenches. LFG collection trenches are commonly constructed by excavating into the waste mass and backfilling the trench with aggregate and a perforated high-density polyethylene (HDPE) pipe. While LFG collection trenches are an important component to a well-operated landfill, the costs associated with constructing trenches and relocating waste are significant. This paper presents a review of tubular drainage geocomposite used for more than 5 years in replacement of traditional pipes and aggregates LFG trenches. The use of this geocomposite improves the zone of influence (ZOI) of the “trench” without reducing the collected flow, as well as reduces dramatically the costs and the Greenhouse gas (GHG) emissions.

Cost-effective, efficient, and effective leachate collection systems are critical to the operation, maintenance, and regulatory compliance of a well-run landfill. In the design and construction of such systems, it is important to maintain adequate drainage so that the hydraulic head on both primary and secondary liner systems is limited, and the risk for leachate leakage through the liner system is reduced. The situation is heightened when wet (also called bioreactor) landfilling is practiced, where rapid degradation of the organics is promoted as opposed to traditional dry landfilling where the landfill degradation processes are not purposefully enhanced. Concern has been expressed over such aggressive liquid management practices in bioreactor landfilling regarding the long-term clogging of geocomposites in either the leachate collection or leak detection systems of double lined municipal solid waste (MSW) landfills. Geonet drainage geocomposites are commonly used in leachate collection systems and tubular drainage geocomposites (a form of multi-liner drainage geocomposites) offer the advantage, among others, of a better creep resistance under high loads.

Tailings dewatering is a permanent concern for responsible mining companies. Soft and wet tailings can generally lead to stability issues in retaining ponds or dams, excessive environmental footprint because of their high water content and therefore a high volume to storage, and finally can increase the total process costs to a level that can eventually break the fragile equilibrium of the operation. This situation is more and more one the key issues to be solved considering higher and higher environmental pressures for the population and the regulation authorities and a market which is struggling since almost a decade. Traditional drainage geocomposites are commonly used in applications where the flow to be drained is average, the loads on the product are in the order of 478 kPa and the fines content of the soil to be drained is low. This paper presents a review of laboratory evaluations conducted on Enhanced Flow Drainage Geocomposites (EFDG) to assess their applicability in tailings dewatering using laboratory evaluations. Three studies were conducted. First, transmissivity tests were performed under very high normal loads, up to 2MPa, to reflect normal loads actually experienced in tailings and dams. Long-term flow tests were then conducted during 90 days. In addition, filtration tests modeling the mechanisms involved in the deposition of tailings in a slurry form were performed, using a modified version of ASTM D5101. All these tests were found to be conclusive and confirmed the applicability of EFDG for tailings dewatering applications based on laboratory evaluations.

The enrichment of the phosphate ore is currently carried out at the OCP plant by the washing, grinding and flotation process. This type of treatment generates fine and coarse rejections where the sludge fraction (100 to 110 g / L), usually composed of schlamms (<40 μm) and flotation rejects (<125/160 μm), is thickened in decanters to separate water. About 80-83% of water is generally recovered at the decanter and then recycled to the treatment units. The rest is transferred to the dikes in the form of sludges having a solid concentration ranging from 300 to 350 g/l. In order to increase the recovery of the water contained in these sludges, this work was undertaken following the collaboration of the OIK, R&D and AFITEX teams. The main objective is to carry out pilot basin tests to develop and assess the good functioning of a range of drainage's geocomposites for a better recovery of the water from the dikes and a good stability of the walls of the basins.

As part of the building of new high-speed lines in France and Morocco (Tanger-Kenitra), a waterproof geocomposite has been developed to answer time, space and money constraints of these particular worksites. This new geocomposite has been designed to meet the technical standards of French National Railway company (SNCF); it protects the railway platform against water infiltrations in sensitive-to-water areas.

Mining generates large quantities of water-containing tailings. They may raise large issues if their high stability and low hydraulic conductivity limit their timely consolidation. This is the case for example with oil sands tailings which reach a limit concentration of about 30 wt% solids after a few years, when they are called mature fine tailings (MFT). They experience almost no further consolidation afterwards and have to be kept in dedicated areas for extended periods of time. Electrokinetic drainage geocomposites have been developed to accelerate the dewatering of such tailings by forcing water displacement by electro-osmosis and efficiently draining the expulsed water. These electrically conductive drain-tube planar geocomposites (eGCP) combine a nonwoven geotextile which provides filtration and drainage, perforated pipes regularly positioned within the geotextile, and a conductive component acting as an electrode. Their efficiency with MFT was demonstrated with a laboratory device simulating tailings dewatering taking place as a result of self-weight consolidation, electro-osmosis and drainage. An increase in solids content from 44% to 70% was obtained with the application of 6.6 kWh per m3 of treated MFT, leading to an improvement in shear strength from 0 to a mean value of 25 kPa in 43 days. This paper reports the results of an analysis of the effect of the electro-osmosis treatment conditions on the MFT dewatering efficiency. A higher applied voltage was observed to increase the water extraction and shear strength. In addition, no minimum voltage threshold was detected. In terms of current, a positive effect on dewatering efficiency was also obtained. However, the current-controlled mode led to an increase in dewatering duration and a reduction in extracted water compared to the voltage-controlled mode. The effect of electrode position and dynamic powering was also investigated. These results can be used to guide the design of eGCP treatments for accelerated tailings dewatering.

In the last decade Afitex developed the Draintube™ geocomposite, which provides simultaneous drainage and waterproofing functions. This new type of drain tubes planar geocomposites (DTPG) differs from other geocomposites as the drainage core is composed of multiple corrugated and perforated pipes instead of biaxial or triaxial nets. It is furthermore associated with needle-punch stitched layers of non-woven geotextiles, which act either as capillary mediums or as filters. In this paper, the structure of the Draintube™ drainage composite is presented along with its key properties and the drainage mechanism associated with its particular structure. The relevance of this kind of structure is then reviewed based on past and current laboratory bench evaluations and field installations for mining applications such as the covering of acid rock drainage (ARD) tailings for the Central Manitoba Mine (Canada) site-rehabilitation; and as a pregnant solution collection layer in heap leach pads.

Landfill gas (LFG) needs to be effectively extracted from active and closed landfills to comply with air quality regulations as well as to fuel beneficial uses. LFG extraction is performed by applying a vacuum to vertical wells and collection trenches or other landfill related infrastructure. LFG collection trenches are semi-permanent features used to control LFG emissions prior to installing wells. LFG collection trenches are constructed by excavating a trench into the waste mass and installing a perforated pipe bedded in and backfilled with aggregate. Each year miles of trenches are constructed in landfills requiring the excavation and relocation of significant volumes of waste. While LFG collection trenches are an important component to a well-operated landfill, there is significant cost associated with constructing trenches and relocating waste. This paper examines the use of a tubular drainage geocomposite as a LFG collection and conveyance medium.

Cost-effective, efficient, and effective leachate collection systems are critical to the opera-tion, maintenance, and regulatory compliance of a well-run landfill. Geonet drainage geocomposites are commonly used in leachate collection systems to help meet regulatory requirements for leachate travel time, limit the head of leachate above the geomembrane, and reduce the number of leachate collection conveyance pipes. The long-term performance of geonet drainage geocomposites is limited by several factors including intrusion of the geotextile and biological clogging. Tubular drainage geocomposites offer the advantage of better long-term hydraulic performance and its ease of installa-tion make it an ideal material to increase the performance of landfill leachate collection systems and reduce the overall construction cost. This paper/presentation discusses the hydraulic laboratory testing associated with the design of drain-age geocomposites for lined landfill leachate collection systems, presents the results of recent biologi-cal and hydraulic conductivity testing on tubular drainage geocomposites, and presents recommenda-tions for designing landfill leachate collection systems at North American landfills.

Heap leaching is a mineral processing technology in which piles of crushed rock are leached with solutions to extract metals. Drainage geocomposites are used in civil engineering to lower piezometric surfaces. This paper presents the performances of drain tubes planar geocomposites (DTPG) in heap leach pads (HLP) to recover the pregnant solution. To evaluate this, two studies were conducted. In one study, transmissivity tests were performed under high normal loads (up to 2 MPa). In the other study, long-term flow tests were conducted over ninety days. The tests involved acid circulation through DTPG overlined by crushed copper ore. Hydraulic properties were not significantly affected despite the filtration of suspended particles, load and acid condition.

This paper examines the hydrology of the proposed cover system, under varying drainage-layer conditions, for the Central Manitoba Mine (CMM) site-rehabilitation project located in southeastern Manitoba. The proposed 1 m thick engineered soil cover included a 0.2 m thick, highly permeable basal granular drainage layer, which was ultimately replaced with a man-made synthetic drain tubes planar drainage geocomposite. Four different levels of potential clogging of the man-made drainage layer were analyzed, equivalent to 99, 90, 50, and 0 percent of the original material. The purpose of the analyses was to observe the flow dynamics and change trends in the hydrology of the engineered soil-cover system located above the drainage layer, over a period of ten years, and from there, estimate future trends in the cover-system hydrology and its impacts. The SVFlux™ finite-element modeling software was the main numerical tool used to model the hydrologic regime. The results of the analyses are presented and show increasing trends in the net percolation, flux, and saturation in the topsoil, and decreasing trends in the sandy clay and drainage layer saturation as the drainage layer became more clogged. The results also show that the soil cover would perform with minimal associated risks up to an equivalent 90 percent clogging of the drainage layer, which is due in part to the high capacity of the DRAINTUBE™ drainage system and conservative design levels in the soil cover.

An experimental site was chosen to compare hydraulic properties of a geosynthetic and granular materials used for the drainage in earthworks to ensure slopes stability with draining masks. This paper presents the way the instrumentation was installed, and how this experimental site was monitored in order to follow the behavior of the geocomposite, the evolution of the flow during seasons, with respect to the traditional way, and to appreciate potential clogging. First results are available and consistent : they show both techniques protect grounds below from rain infiltration and frost, that water occurences are drained, with a distinction between the two techniques. Those conclusions are so far only based on five months data, so the experiment must be followed further months to appreciate behaviors regarding to different seasons, and several years in order to appreciate clogging and stability problems.

The aim of this paper is to present the installation procedure and design method used in the case of a real vertical extension project on an old landfill, an operation also known as “piggyback expansion”. First, the installation steps are presented for a project in Champigny-sur-Yonne (France). Then, the assumptions and design method which allowed to estimate the tensile strength of the geosynthetic reinforcement required for the project are ex-posed. The method used in this project is the standard French method (RAFAEL) for the design of geosynthetics in the case of soil subsidence and sinkholes. Latest improvements suggested in the literature for this method are also exposed in this paper.

Landfill cap systems are composed of layers of different materials, each with a specific function. One of these layers is mainly intended as a drain to prevent rainfall from reaching the waste, thus avoiding excess leachate production. Drainage geocomposite layers are commonly used to replace gravel layers for drainage. This paper describes two investigations made on tubular drainage geocomposites used as drainage layers in two landfill caps in Italy and France. The first test compared the drainage performance (water flow and drainage velocity) of both gravel and a tubular drainage geocomposite in a lined cap at a landfill in Italy. The performance of both methods was comparable. It was also comparable for caps with mild slopes. The second test involved a semi-permeable tubular drainage geocomposite used to allow some water to enter the waste to accelerate degradation and increase LFG production. The infiltration rate through this geocomposite was monitored on a semi-permeable cap in France. After one year, preliminary results show that the rate of infiltration is dependent on the flow capacity of the geocomposite, the angle of the slopes and the amount of rainfall.

Hydraulic transmissivity is the most important design parameter of geocomposites used for in-plane drainage applications. This paper presents an in-depth investigation of the hydraulic behaviour of drain-tube planar geocomposites (DTPGs) and characterises the locations and causes of head losses based on a multiscale experimental approach using three different apparatus. In particular, a transmissivity rig that accommodates specimens up to 1 m2 was developed to define the minimum representative surface area required to characterise DTPGs. The experimental data acquired in this study support a theoretical relationship linking head losses that occur within DPTGs to flow rate. This relationship is used to analyse the results obtained with other transmissivity rigs and to identify the key locations where head losses develop. In addition, evidence that Colebrook’s equation can be applied to corrugated tubes is presented. Based on this study, it is concluded that the measured DTPG transmissivity is significantly affected by specimen length and by the experimental device used to make the measurement. For example, the DTPG transmissivity measured in accordance with ASTM D4716-08 was found to be 14% lower than the actual DTPG transmissivity.

Transmissivity of drainage geocomposites can be measured using ASTM D4716. This method involves the use of relatively small scale specimens, typically 300 mm in length and 300 mm in width, which is a convenient approach to standardize the procedure and ensure repeatability of the test. One of the particularities of this method is that it imposes the use of square-shaped specimens, and that the specified dimensions are by far smaller than the size of the product which will be performing on real scale projects. In order to estimate the effect of the shape and dimension on the transmissivity of planar drainage geocomposites, a large scale transmissivity apparatus was developed. This equipment was designed to permit evaluation of the transmissivity of geosynthetic products using several different shape factors. Tests per ASTM D4716 were also conducted in order to compare the measured properties to a standard reference. A tubular drainage geocomposite was evaluated, using different number of pipes per meter. The tests were conducted with the geocomposite installed on a smooth HDPE geomembrane, covered by 100mm of sand, under a normal load of 100 kPa using several hydraulic gradients ranging from 0.005 to 1.0. The results obtained are presented and discussed in this paper. It is shown that only the length of the specimen influences the measured transmissivity, and that the values obtained using the ASTM standard test method is conservative.

The performance of a tubular drainage geocomposite has been investigated in a waste cover test pad located north of Montreal, Quebec, over a three year period. The average annual infiltration to the geocomposite was 45% of precipitation. It was found that the pore size and texture differences between the topsoil and the geotextile under the topsoil formed a capillary break that held water in the topsoil. It was concluded that evapotranspiration eliminated infiltration through the cover to the geocomposite during the growing season from May to September. The geocomposite performed as designed when required to drain water from October to April, during periods when the cover system was not frozen.

The technique of mechanically reinforced walls with geosynthetics, such as geogrids, high tensile strength and modulus geotextiles, or metallic meshes, is widely used in North America. However, certain precautions are to be followed in this type of structures. One of them is described by the Geosynthetic Research Institute in their #345 white paper of good practices guide. This paper presents the importance of drainage behind these walls and is illustrated by a case study. This paper will also present the benefit of using a drain tubes horizontal drainage geocomposite instead of gravel in regards of cost efficiency and environmental footprint reduction.

Although drainage geocomposites are frequently used for rainwater drainage or gas collection system in landfill covers, their application in leachate collection layers is rather limited. The authors believe that a key limitation to their use in leachate collection is a lack of knowledge of their sensitivity to biological clogging, and its consequence on the capacity of the Leachate collection layer (LCL) to meet landfill regulations prevailing in the US and Canada. In the first section of this document, a literature review was conducted of the actual drainage needs applicable to the LCL. This review led to the conclusion that leachate flow potentially reaching the LCL over the lifespan of a “dry tomb” landfill is significantly lower than what is required in the early stages of its life. This observation allowed for a larger tolerance to biological clogging of a drainage geocomposite if combined with a granular drainage layer meeting reasonable requirements with respect to biological clogging resistance. In the second section of this paper, the long term performance of tubular drainage geocomposites was investigated. Fresh leachate originating from a class 2, non-hazardous landfill located in the center of France, was circulated through a tubular drainage geocomposite during an eighteen months’ time period under anaerobic conditions, without any observation of clogging. In the third section of this paper, the results are analyzed and interpreted. Based on this research and analysis, it is suggested that the tested tubular drainage geocomposite could replace a fraction of the granular drainage layer of a Leachate Collection System (LCS) in a dry tomb landfill.

Drainage is a critical component of every construction in civil, environmental and mining engineering. Natural drainage material like gravel or sand is widely used but starts to be replaced by drainage geocomposites, more efficient in term of installation and environmental footprint. However, these solutions are not always adapted to the extreme climate of northern Canada. Indeed, the structure of the product and its chemical composition have a strong influence on its behavior under cold temperatures and some geocomposites can exhibit an important stiffness making them difficult to install. Their mechanical and hydraulic properties may also be affected. The use of drain tubes planar drainage geocomposites allow for the avoidance of these issues. This paper shows the main characteristics of this type of geocomposite, the lab tests results on its mechanical behavior under cold conditions and presents two case studies of a pond construction and a mine site rehabilitation in northern Canada.

Heap leaching is a mineral processing technology whereby piles of crushed rock are leached with solutions to extract metals. Drainage geocomposites are used in civil engineering to lower piezometric surfaces. This paper presents drain tubes planar geocomposites (DTPG) performances in heap leach pads (HLP) to recover the pregnant solution. To evaluate this use, two studies were conducted. On the one hand, transmissivity tests were performed under high normal loads (up to 2MPa). On the other hand, long-term flow tests were conducted during 90 days. The tests involved acid circulation through DTPG overlined by crushed copper ore. Hydraulic properties were not significantly affected despite the filtration of suspended particles, load and acid condition. DTPG seem to be able to fulfil functions (drainage and puncture protection) in HLP. With the goal of providing design recommendations, a further step will be to install geocomposites in monitored HLP to confirm current laboratory results.

If drainage geocomposites are frequently used for gas or rain water drainage, their application for leachate collection in the bottom of landfills remains very limited, essentially because of the lack of knowledge regarding their sensitivity to biological clogging. In order to better understand the behavior of tubular drainage geocomposites with respect to biological clogging and consequently assess their applicability in leachate collection layers (LCL), a research project focusing on this matter was initiated. It was conducted on a class 2, non-hazardous landfill located in the centre of France. Actual, fresh leachates were circulated through ‘draintube’ tubular drainage geocomposites over 18 months. This paper presents the key findings of this project. First, the drainage capacity actually needed to meet regulatory requirements were analyzed and compared to the risks of development of biological clogging. It is shown that the current practice significantly overestimates the flow of leachate that is likely to access the LCL over its entire life, and thus overestimates the drainage capacity actually needed once the landfill is in operation. The experimental method used to evaluate the behavior of tubular drainage geocomposites against biological clogging is then presented, as well as the results. It is shown that after 18 months of operation in anaerobic conditions, the drainage geocomposite was still not clogged. Based on these evaluations, it is concluded that the application of draintube drainage geocomposites in LCLs in replacement to a fraction of the granular layer shall not be governed by considerations related to biological clogging. It is recommended to design the granular layer with respect to other concerns such as geomembrane protection, which will typically allow usage of lower quality granular materials or thinner layers, while increasing the available storage capacity of the landfill.

Capping systems of landfills are made used with a sequence of layers of different materials, each one having a specific function. One of these layers is mainly used as a drain, which should prevent the rainfall from reaching the waste body, thus avoiding the excess of leachate production. Drainage geocomposites are becoming an interesting alternative. This work describes the performances of a specific type of geodrain, which contains special draining tubes, at two different scales of observation : a large cell in the laboratory and a field test in a landfill.

This paper presents a study of the biological clogging potential of drainage geocomposites installed in the bottom of landfills, as a replacement to 0.20 cm of granular material. In a first section of the document, the drainage capacity actually needed is analyzed with respect to the biological clogging potential. The general principles governing experimental evaluation of biological clogging are presented in a second step. The apparatus used to conduct the evaluation is then presented, along with the results obtained after several months of monitoring. The results presented involved circulation of a fresh leachate, pumped in a class 2, non-hazardous landfill into 9 cells, and monitoring of the flow through the system, either geocomposites or granular drainage layer.

Geosynthetic materials and in particular drainage geocomposites offer a constructive alternative to traditional solutions. In this period of global awareness of the need to protect the environment for future generations, it has become a matter of urgency to evaluate the impact of geosynthetic materials especially where the emission of greenhouses gasses is concerned. The use of geocomposite instead of granular layer permits to save up to 87% of equivalent CO2 emissions for equivalent hydraulic performances.

In the late 90’s, a new type of planar drainage geocomposite was developed. This product differs from other geocomposites as the drainage core is composed of multiple corrugated and perforated pipes instead of biaxial or triaxial nets. As a result, the index and performance properties for this type of structure differ from those commonly used for geonet geocomposites. In this paper, the structure of Drain Tubes drainage geocomposites is presented along with its key properties and the drainage mechanism associated with its’ particular structure. The relevance of this kind of structure for high load applications is discussed. In particular, it is shown that when adequately confined in soil, the multi-tubular structure of this product allows it to sustain extremely high normal loads without significant changes in transmissivity. These observations are further discussed to demonstrate the lack of sensitivity of the product to creep when compared to other types of planar drainage geocomposite, for which lateral confinement and arching effect cannot develop. Based on these observations, creep reduction factors to be used in the design of drainage structures using a Drain Tubes geocomposite confined in soil are suggested and compared to those commonly used for other types of planar drainage geocomposites in similar situations.

The authors present three case histories Waste Landfill (WL) drainage systems using geocomposite. The first is used for the bottom of the landfill to replace partially the gravel layer. The second is used for drainage of leachate and water on slope and the last one is used for capping system drainage. The design method is also presented.

Geosynthetics have experienced considerable developments in geotechnical and civil engineering applications during the last thirty years. Currently they are present in most geotechnical works and areas of application are increasing. Several geotechnical structures including geosynthetics have been built in the last three years in Algeria. The paper will present an assessment of two representative works (an approach ramp to a civil railway structure and a landslide) by considering the hydrogeotechnical context of each of the works and the contribution of geosynthetics.

Two road construction projects were carried out near Paris in France. The first project was a 14-kilometer long, 3-lane by-pass road, built to help improve the traffic flow around Beauvais in the north of Paris. The second project was the widening of the existing RN 104 road in the south of Paris. The most important aspects of these projects were the scope of the earthworks required under complex hydrogeotechnical conditions. They involved temporary cut slopes excavated in fine grained soils with steep slopes greater than 10 meters in height. Taking into account the presence of water in the soil, a classical weight draining mask was first considered. However, to allow a reduction in the materials and construction time required, a drainage technique using polypropylene needle-punched geocomposite equipped with mini-drains was chosen to be used alongside other techniques. The aim of the paper is to present the hydro-geological and the geotechnical context of the two projects and discuss the adopted drainage geocomposite solutions used to address the encountered difficulties with ground water and pore pressure management at some key sections of the two projects.

Landfill owners use more and more renewable resources by substituting the granular layer with a drainage geocomposite in landfill covers. A greater demand concerns the bottom of landfills where usually a layer of 50 cm of gravel should be placed. The paper presents an experimental study where the granular layer has been partially replaced by a geocomposite equipped with mini-pipes directly laid onto the geomembrane. The geocomposite aims at acting as a drain and also at protecting the geomembrane against puncture. In order to check the efficiency of the product used, a video inspection has been done during the reception of the waste up to about 15 metres height. A test pad has also been constructed to estimate the impact of the granular layer thickness reduction on geomembrane exposure to puncture damages. The present study highlights critical steps during the construction of the landfill bottom layers and suggests a methodology the drainage and puncture protection functions of the geosynthetics.

The authors present two waste landfill (WL) drainage systems using a geocomposite. The first is used for capping system drainage to limit the volume of water entering the landfill. The second is used for drainage of leachate and water on slope.

Since the development, in 1986, of the Phicometer in situ shear test (French standard XP P94-120), more than a few thousands tests have been carried out. Various types of natural or artificial soils and materials have been thus tested. After a brief description of the equipment and the testing procedure, the paper presents results of in situ shearing tests carried out in particular grounds and materials, which are difficult to sample and test in laboratory. Among these materials and grounds, one quotes : coarse grounds, fine sands which can hardly be sampled, treated soils with lime and/or cement and also compacted municipal solid waste (MSW), as well as clinker and ash resulting from MSW incineration. The carried out experiments demonstrate the feasibility of a direct measurement of the in situ direct shear strength. The shear strength characteristics (c and j) obtained from the correlation rules established for soils from previous research appear, in first approach, satisfactory. However, for a better validation of this, they need to be compared to those which correspond approximately to the observed behaviour of the concerned works and structures and established for example by means of back-analysis calculation or simulation.

A 14-kilometer long, 3-lane by-pass road was constructed to help improve traffic flow around the city of Beauvais. The particularity of this project was the scope of the earth moving work required under difficult hydro-geotechnical conditions. In this article, we will present the geological, hydro-geological and geotechnical context of the project, followed by the drainage geocomposite solutions adopted to deal with the difficulties encountered in the D5 section which is the longest and highest section requiring management of ground water and pore pressure.

The RN 104 road widening project in FRANCE near PARIS area, involved a temporary cut slope excavated with a slope of 45%. It was then under-steeped with a covering layer made of local soil to achieve a final angle of 3H/2V. Taking into account the presence of water in the soil, a traditional weight draining mask was first considered. To save material and installation time, drainage with polypropylene needle-punched geocomposite equipped with mini-drains has been finally choose among other solutions. The authors will present the geosynthetic techniques and design method used for the drainage of this project. They present also the monitoring taken out and the results analysis.

The motorway A28 section between Ecomoy and Dissay sous Coursillon of 25 km crosses many compressible areas. The autors present the embankment R302. One of the technical aspect of this complex geotechnical project consists in the construction of an Embankment of 14 m height crossing an hydraulic structure on soft soil. Different technical solutions have been implemented in order to accelerate soil consolidation and earth construction. The authors will present the geosynthetic techniques and design method used for the drainage of this project. They present also the monitoring taken out and the results analysis.

A new road is to be constructed in order to improve road traffic conditions in the Lille metropolitan area. In this article, the authors present the geosynthetic solutions used on the one hand for drainage at the base of the construction and on the other hand to reinforce the embankment on the side of the railway line.

The authors present two waste landfill (WL) drainage systems using a geocomposite. The first is used for surface water drainage to limit the volume of water entering the landfill. The second is used for drainage of leachates.

The necessity to open more and more landfill site leads sometime to project location where ground water table may oc­casionally appear. This is why the design with geocomposits needs to be carefully studied in order to avoid potential disorder in the construction and any water pressure on the bottom liner. A special attention will be taken at avoiding any mix in between ground wa­ter drainage and landfill leachate. The present paper describe a case study where cach of the critical path is being taken into consid­eration, leading thus the choice to a geocomposits performing all designer requests.