Altered geosynthetic clay liners: effect on the hydraulic performance of composite liners

2015 ◽  
Vol 19 (9) ◽  
pp. 1155-1176 ◽  
Author(s):  
Hajer Bannour ◽  
Camille Barral ◽  
Nathalie Touze-Foltz
Keyword(s):  
Hydraulic Performance ◽  
Geosynthetic Clay Liners ◽  
Clay Liners ◽  
Composite Liners

Hydraulic performance of geosynthetic clay liners under gravel cover soils

2000 ◽  
Vol 18 (2-4) ◽  
pp. 179-201 ◽  
Author(s):  
Patrick J Fox ◽  
Daniel J De Battista ◽  
David G Mast
Keyword(s):  
Hydraulic Performance ◽  
Geosynthetic Clay Liners ◽  
Clay Liners

A study on the hydraulic performance of sandwich geosynthetic clay liners reinforced with nano-clay particles

2016 ◽  
Vol 18 (6) ◽  
pp. 693-711 ◽  
Author(s):  
Niloofar Salemi ◽  
Sayyed M Abtahi ◽  
Mohammadali Rowshanzamir ◽  
Sayyed M Hejazi
Keyword(s):  
Hydraulic Performance ◽  
Geosynthetic Clay Liners ◽  
Clay Liners ◽  
Clay Particles ◽  
Nano Clay

Field measurements of overlap reductions for two reinforced fabric-encased geosynthetic clay liners (GCLs)

2018 ◽  
Vol 55 (5) ◽  
pp. 631-639 ◽  
Author(s):  
R. Kerry Rowe ◽  
Richard W.I. Brachman ◽  
W. Andy Take
Keyword(s):  
Dominant Role ◽  
Field Measurements ◽  
Silty Sand ◽  
Geosynthetic Clay Liners ◽  
Clay Liners ◽  
Side Slope ◽  
Flat Base ◽  
Composite Liners ◽  
Hydration And Dehydration ◽  
Test Embankment

Two geosynthetic clay liners (GCLs) reported to have experienced significant shrinkage at other locations are examined on both a 3H:1V south-facing slope and a relatively flat base on a silty sand. The GCLs were overlapped by 300 mm with 400 g/m of supplemental bentonite and covered by a black 1.5 mm high-density polyethylene (HDPE) geomembrane to form a composite liner that was left exposed in a full-scale field test embankment for a period of almost 5 years. It is shown that despite the relatively uniform exposure conditions, shrinkage is highly variable with a maximum shrinkage of GCL A being 165 mm on the slope and 415 mm on the base while GCL B shrunk by up to 75 mm on the side slope and only up to 25 mm on the base. The dominant role played by variable overlap stick and heterogeneity to the locations where the overlaps are re-wetted are discussed. Based on this study of shrinkage and a related study of downslope erosion at the same site, it is concluded that neither GCLs A nor B should be left in exposed composite liners when they can be subjected to thermal cycles that can lead to hydration and dehydration of the GCL.

Design for Composite Liners of Landfill under Alternating Cycles of Wetting-Drying and Freezing-Thawing

2010 ◽  
Vol 163-167 ◽  
pp. 4464-4469
Author(s):  
Hong Yu Wang
Keyword(s):  
Northwest China ◽  
Geosynthetic Clay Liners ◽  
Clay Liners ◽  
Freeze Thaw ◽  
The World ◽  
Barrier Performance ◽  
Sliding Stability ◽  
Composite Liners ◽  
Effective Design

The design conception of composite liners consisting of a geomembrane (GM), geosynthetic clay liners (GCLs) and compacted gravel soils for landfill is presented based on the climate characteristic, gravel soils material storage in abundance, and GCLs having been exported all over the world for various applications. The analyses results suggested that the capacity to resist the collapse of wetting-drying and freezing-thawing, long-term barrier performance, and the general sliding stability of barrier system are enhanced obviously by using GCLs/GM as barrier and displacing clay by gravel soils as protector in this paper. It will be plausible as effective design for the barrier system of landfill under wet-dry and freeze-thaw alternating cycles in northwest China.

Geosynthetic clay liners: effect of structural properties and additives on hydraulic performance and durability

2018 ◽  
Vol 77 (5) ◽  
Author(s):  
Niloofar Salemi ◽  
Seyed Mehdi Abtahi ◽  
Mohammadali Rowshanzamir ◽  
Seyed Mehdi Hejazi
Keyword(s):  
Structural Properties ◽  
Hydraulic Performance ◽  
Geosynthetic Clay Liners ◽  
Clay Liners
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