Assessment of Maximum Allowable Strains in Polyethylene and Polypropylene Geomembranes

Peggs, Ian D.; Schmucker, B.O.; Carey, Peter

doi:10.1061/40789(168)23

Cited by 31 publications

(13 citation statements)

References 4 publications

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“…Of the single geotextile layers tested, only geotextile GT 3 was able to limit the geomembrane strain below the 6% limit proposed by Peggs et al (2005). However, even this product is not recommended for pressures of 250 kPa and the 50 mm gravel tested because the results do not include effects from long time frames, elevated temperatures, and chemical exposure that are expected to occur in a landfill.…”

Section: Discussionmentioning

confidence: 73%

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Assessment of alternative protection layers for a geomembrane – geosynthetic clay liner (GM–GCL) composite liner

Dickinson

Brachman

2008

Can. Geotech. J.

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A protection layer is required above geomembrane (GM) -geosynthetic clay liner (GCL) landfill liners to limit physical damage (GM strains and GCL thinning) from an overlying granular drainage layer. A 150 mm thick layer of sand has been found to provide excellent protection at a vertical pressure of 250 kPa. However, the use of sand may not be practical in many cases. Experimental results are presented where the effectiveness of alternate protection systems above one particular GM-GCL liner were examined with 50 mm coarse gravel at an applied vertical pressure of 250 kPa. A 150 mm thick layer of compacted clay and a 150 mm thick layer of rubber tire shreds with a nonwoven needle-punched geotextile (570 g/m 2 ) were found to limit the geomembrane strains and GCL extrusion to acceptable levels. Layered geotextiles performed much better than single layers of geotextiles. A layered geocomposite, with a thick nonwoven needlepunched geotextile in the middle to provide cushioning and stiffer woven geotextiles on the top and bottom to carry tensile force, was able to limit the short term strain to less than 3%, but it was not able to prevent local thinning of the GCL because of the deformation required to mobilize force in the geotextiles.Résumé : Une couche de protection est requise sur la géomembrane (GM) -membrane géosynthétique d'étanchéité d'argile (« GCL ») pour limiter le dommage physique (déformations de la GM et amincissement de la GCL) dû à une couche susjacente granulaire de drainage. On a trouvé qu'une couche de sable de 150 mm d'épaisseur fournissait une excellente protection à une pression verticale de 250 kPa. Cependant, l'utilisation du sable peut ne pas être pratique dans plusieurs cas. On présente des résultats expérimentaux où l'efficacité de systèmes alternatifs de protection au-dessus d'une membrane d'étanchéité (GM-GCL) particulière a été examinée avec 50 mm de gravier grossier et à une pression verticale appliquée de 250 kPa. On a trouvé qu'une couche de 150 mm d'épaisseur d'argile compactée et une couche de 150 mm d'épaisseur de copeaux de caoutchouc de pneus avec un géotextile non tissé avec perforations d'aiguilles (570 g/m 2 ) limitait les déformations de la géomembrane et l'extrusion de la GLC à des niveaux acceptables. Des géotextiles en couches se comportent beaucoup mieux que de simples couches de géotextiles. Un géocomposite en couches avec un géotextile épais non tissé avec perforations d'aiguille au centre pour fournir un coussin et des géotextiles tissés plus raides sur le dessus et au dessous pour porter la force de traction a pu limiter la déformation à court terme à moins de 3 %, mais n'a pas pu prévenir l'amincissement local de la GCL à cause de la déformation requise pour mobiliser la force dans les géotexti-les.Mots-clés : couche d'étanchéité d'argile et de géosynthétique, géomembrane, couche de protection, site d'enfouissement.[Traduit par la Rédaction]

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Section: Discussionmentioning

confidence: 73%

“…For reference, limits of 3% (Seeger and Müller 2003) and 6%-8% (Peggs et al 2005) have been proposed.…”

Section: Quantifying Geomembrane Strainmentioning

confidence: 99%

Assessment of alternative protection layers for a geomembrane – geosynthetic clay liner (GM–GCL) composite liner

Dickinson

Brachman

2008

Can. Geotech. J.

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“…Thus, if stress cracking is a greatly reduced issue for present-day HDPE geomembranes, a 3% maximum strain criteria for puncture seems to be excessively conservative. Incidentally, Peggs et al (2005) use an allowable strain of 6-8%. A somewhat simplified version of the previously described performance test has been developed by Shercliff (1996).…”

Section: Geotextile Protection Design Methodsmentioning

confidence: 99%

Ten year creep puncture study of HDPE geomembranes protected by needle-punched nonwoven geotextiles

Koerner

Hsuan

Koerner³

et al. 2010

Geotextiles and Geomembranes

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“…Peggs et al (2005) argued that for GMB liners under field conditions, confinement of the GMB from the underlying soil would prevent its expansion and induce compressive stresses in the GMB that should reduce the residual tensile stresses; however this mechanism may only be expected under fairly ideal and uniform loading conditions. The literature cited above begs the question: will relaxation be sufficient to prevent cracking of the GMB?…”

Section: Introductionmentioning

confidence: 99%

Brittle rupture of an aged HPDE geomembrane at local gravel indentations under simulated field conditions

Abdelaal

Rowe

Brachman

2014

Geosynthetics International

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The susceptibility of a 1.5 mm thick high-density polyethylene geomembrane to brittle rupture from long-term stress cracking in a simulated municipal solid waste landfill liner is examined. The geomembrane was pre-aged in a leachate at 858C to lower the notched constant tensile load stress crack resistance of the geomembrane to about 75 h. The aged geomembrane was then used as part of a composite liner system in geosynthetic liner longevity simulators (GLLSs) with a geosynthetic clay liner and sand foundation layer below the geomembrane and a 560 g/m 2 geotextile protection layer and 50 mm drainage gravel above the geomembrane. The GLLSs allow the simulation of field conditions including elevated temperatures, overburden pressure, leachate circulation, and composite liner exposure conditions. The geomembrane experienced brittle rupture on the side slopes of the local gravel indentations for temperatures between 55 and 858C. The higher the liner temperature, the shorter the time to rupture and the higher the tensile strain at rupture. Arrhenius modelling of the test data gave an activation energy of E a ¼ 112 kJ/mol.

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Assessment of Maximum Allowable Strains in Polyethylene and Polypropylene Geomembranes

Cited by 31 publications

References 4 publications

Assessment of alternative protection layers for a geomembrane – geosynthetic clay liner (GM–GCL) composite liner

Assessment of alternative protection layers for a geomembrane – geosynthetic clay liner (GM–GCL) composite liner

Ten year creep puncture study of HDPE geomembranes protected by needle-punched nonwoven geotextiles

Brittle rupture of an aged HPDE geomembrane at local gravel indentations under simulated field conditions

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