Landfill liner
A landfill in México showing geomembrane in one of the slopes.
A landfill cell showing a rubberized liner in place on the left.
A landfill liner, or composite liner, is intended to be a low permeable barrier, which is laid down under engineered landfill sites. Until it deteriorates, the liner retards migration of leachate, and its toxic constituents, into underlying aquifers or nearby rivers, causing spoliation of the local water.
Modern landfills generally require a layer of compacted clay with a minimum required thickness and a maximum allowable hydraulic conductivity, overlaid by a high-density polyethylene geomembrane.
The United States Environmental Protection Agency has stated that the barriers "will ultimately fail," while the site remains a threat for "thousands of years," suggesting that modern landfill designs delay but do not prevent ground and surface water pollution.[1]
Chipped or waste tires are used to support and insulate the liner.[2]
Contents
1 Types
2 Components
3 How it works
4 Mechanical properties
4.1 Tensile strength
4.2 Tear resistance
4.3 Impact resistance
4.4 Puncture resistance
4.5 Environmental stress cracking
5 See also
6 References
7 External links
Types
There are certain levels of harmfulness in which the different types of trash have; therefore, there are different types of liner systems which are required for these different types of disposal sites. The first type is single liner-systems. These systems usually are put within landfills which mostly hold construction rubble. These landfills are not meant to hold the disposal of harmful liquid wastes such as paint, tar, or any other type of liquid garbage that can easily seep through a single liner system. The second type is double-liner systems. These systems are usually found in municipal solid waste landfills as well all hazardous waste landfills. The first part is constructed to collect the leachate while the second layer is engineered to be a leak-detection system to ensure that no contaminates leak into the ground and contaminate everything.[3]
Components
Composite liners are required to be used in municipal solid waste systems for landfills and use a double liner system which is composed of a leachate system which is a liquid that collects solids from the substance this is passed through it. The leachate system is surrounded in a by a type of solid drainage layer such as gravel which is enclosed by a geomembrane and compressed clay, also known as a geosynthetic clay liner. This geosynthetic clay liner is usually made of sodium bentonite which is compacted in between two thick pieces of geotextile. The next material surrounding the composite liner would be a leak detection system composed of another material like gravel with an additional geomembrane or complex liner.[4] The geomembranes within the composite liner consist of a high-density polyethylene which provide an effective minimization for flow and deliver and helpful barrier which is used on inorganic contaminants.[5] It can be used as a substitute for sand or gravel and also has a very high transmissivity and low storage. The lower surface helps provide an effective leak test once correctly installed. It is also a low permeable vapor and liquid barrier. The geosynthetic clay liners are manufactured by factories and the purpose for it being made of sodium bentonite is that they regulate the movement of liquids in gases within the waste.[6] The geocomposites which are a combination of the geomembranes and geosynthetic liner material also include a layer of bentonite between the middle of the layers of geotextile; however, airspace is allowed to be implemented. It is then topped off with a final cover.
How it works
The main role a composite liner has for a municipal solid waste system for landfills is that is reduces the amount of leakage through small seep holes that sometimes form in the geomembrane part of the composite liner. The protection layer part serves as a preventer from these holes from forming inside the geomembrane which would allow the waste to leak through the entire liner(awkward sentence consider rewording). It also takes away the pressure and stress which can cause cracking and holes from forming in the membrane as well.[7] An effective liner in a landfill system should be able to control water in terms of movement and protection on the environment. It should be able to regulate the flow away from the waste area and withhold the waste contents as it enters the actual landfill. Due to the effectiveness on how landfills are placed on top of slopes in order for the water to stream downhill and in an emergency, into the actual landfill. Water moves through the landfill and downward through the composite liner. The main purpose for all of this is so that the movement is lateral which lessens the probability for slope catastrophe and the waste leaking down and freely contaminating whatever is in its path. The final cover functions as a way to keep the water out of the contaminate and to control the runoff from entering the system. This helps prevent plants and animals from being harmed by the waste contaminated water,leachate. Using gravity and pumps the leachate is able to be pushed to a sump where it is removed by a pump. When developing composite liners it is extremely important to take in risk factors such as earthquakes and other slope failure problems that could occur.[8]Composite liners are used in municipal solid waste (MSW) landfills to reduce water pollution. A composite liner is made of a geomembrane along with a geosynthetic clay liner. Composite-liner systems are better at reducing leachate migration into the subsoil than either a clay liner or a single geomembrane layer.[9]
Mechanical properties
The primary forms of mechanical degradation associated with geomembranes result from insufficient tensile strength, tear resistance, impact resistance, puncture resistance, and susceptibility to environmental stress cracking (ESC). The ideal method of assessing the amount of liner degradation would be by examining field samples over their service life. Due to the lengths of time required for field sampling tests, various laboratory-accelerated ageing tests have been developed to measure the important mechanical properties.[10]
Tensile strength
Tensile strength represents the ability for a geomembrane to resist tensile stress. Geomembranes are most commonly tested for tensile strength using one of three methods; the uniaxial tensile test described in ASTM D639-94, the wide-strip tensile test described in ASTM D4885-88, and the multiaxial tension test described in ASTM D5617-94. The difference in these three methods lies in the boundaries imposed into the test specimens. Uniaxial tests do not provide lateral restraint during testing and thus tests the sample under uniaxial stress conditions. During the wide-strip test the sample is restrained laterally while the middle portion is unrestrained. The multiaxial tensile test provides a plane stress boundary condition at the edges of the sample.[11] A typical range of tensile strengths in the machine direction are from 225 to 245 lb/in for 60-mil HDPE to 280 to 325 lb/in for 80-mil HDPE.[12]
Tear resistance
Tear resistance of a geomembrane becomes important when it is exposed to high winds or handling stress during installation. There are various ASTM methods for measuring tear resistance of geomembranes, with most common reports using ASTM D1004. Typical tear resistances show a value of 40 to 45 lb for 60-mil HDPE and 50 to 60 lb for 80-mil HDPE.[12]
Impact resistance
Impact resistance provides an assessment of the effects of impacts from falling objects which can either tear or weaken the geomembrane. As with the previous mechanical properties, there are various ASTM methods for assessment. Significantly higher impact resistances are realized when geotextiles are placed above or below the geomembrane. Thicker geomembranes also display higher impact resistances.[12]
Puncture resistance
Puncture resistance of a geomembrane is important due to the heterogeneous material above and below a typical liner. Rough surfaces, such as stones or other sharp objects, may puncture a membrane if it does not have sufficient puncture resistance. Various methods beyond standard ASTM tests are available; one such method, the critical cone height test, measures the maximum height of a cone on which a compressed geomembrane, which is subjected to increasing pressure, does not fail. HDPE samples typically have a critical cone height of around 1 cm.[13]
Environmental stress cracking
Environmental stress cracking is defined as external or internal cracking in plastic induced by applied tensile stress less than its short-term tensile strength. ESC is a fairly common observation in HDPE geomembranes and thus needs to be evaluated carefully. Proper polymeric properties, such as molecular weight, orientation, and distribution, aid in ESC resistance. ASTM D5397 [standard test method for evaluation of stress crack resistance of polyolefin geomembranes using notched constant tensile load (NCTL)] provides the necessary procedure for measuring the ESC resistance of most HDPE geomembranes. The current recommended transition time for an acceptable HDPE geomembrane is around 100 h.[12]
See also
- Bioclogging
- Biogas
- Daily cover
- Landfill mining
- Landfills in the United States
- Waste compaction
References
^ gfredlee.com -
National Research Council of the National Academies (2007): Assessment of the Performance of Engineered Waste Containment Barriers. Committee to Assess the Performance of Engineered Barriers. Washington DC.
^ Benson, C. H., Olson, M. A. & Bergstrom, W. R. (1996) Temperatures of Insulated Landfill Liner, p24-31
^ Hughes, Kerry L. "Ohio State University Fact Sheet." Landfill Types and Liner Systems, CDFS-138-05 (2005). Retrieved from the website: http://ohioline.osu.edu/cd-fact/0138.html
^ Composite liners improve landfill performance. (1997). Civil Engineering (08857024), 67(12), 18.
^ Rowe, R., & Rimal, S. S. (2008). Depletion of Antioxidants from an HDPE Geomembrane in a Composite Liner. Journal of Geotechnical & Geoenvironmental Engineering, 134(1), 68-78. doi:10.1061/(ASCE)1090-0241(2008)134:1(68)
^ Scalia, J., & Benson, C. H. (2011). Hydraulic Conductivity of Geosynthetic Clay Liners Exhumed from Landfill Final Covers with Composite Barriers. Journal of Geotechnical & Geoenvironmental Engineering, 137(1), 1-13. doi:10.1061/(ASCE)GT.1943-5606.0000407
^ Dickinson, S. S., & Brachman, R. I. (2008). Assessment of alternative protection layers for a geomembrane – geosynthetic clay liner (GM–GCL) composite liner. Canadian Geotechnical Journal, 45(11), 1594-1610.
^ O'Leary, P., & Walsh, P. (2002). Landfill cover and liner systems for water quality protection. Waste Age, 33(4), 124-129. Retrieved from http://search.proquest.com/docview/219247584
^ "PART 258 - CRITERIA FOR MUNICIPAL SOLID WASTE LANDFILLS". gpo.gov..mw-parser-output cite.citation{font-style:inherit}.mw-parser-output .citation q{quotes:"""""""'""'"}.mw-parser-output .citation .cs1-lock-free a{background:url("//upload.wikimedia.org/wikipedia/commons/thumb/6/65/Lock-green.svg/9px-Lock-green.svg.png")no-repeat;background-position:right .1em center}.mw-parser-output .citation .cs1-lock-limited a,.mw-parser-output .citation .cs1-lock-registration a{background:url("//upload.wikimedia.org/wikipedia/commons/thumb/d/d6/Lock-gray-alt-2.svg/9px-Lock-gray-alt-2.svg.png")no-repeat;background-position:right .1em center}.mw-parser-output .citation .cs1-lock-subscription a{background:url("//upload.wikimedia.org/wikipedia/commons/thumb/a/aa/Lock-red-alt-2.svg/9px-Lock-red-alt-2.svg.png")no-repeat;background-position:right .1em center}.mw-parser-output .cs1-subscription,.mw-parser-output .cs1-registration{color:#555}.mw-parser-output .cs1-subscription span,.mw-parser-output .cs1-registration span{border-bottom:1px dotted;cursor:help}.mw-parser-output .cs1-ws-icon a{background:url("//upload.wikimedia.org/wikipedia/commons/thumb/4/4c/Wikisource-logo.svg/12px-Wikisource-logo.svg.png")no-repeat;background-position:right .1em center}.mw-parser-output code.cs1-code{color:inherit;background:inherit;border:inherit;padding:inherit}.mw-parser-output .cs1-hidden-error{display:none;font-size:100%}.mw-parser-output .cs1-visible-error{font-size:100%}.mw-parser-output .cs1-maint{display:none;color:#33aa33;margin-left:0.3em}.mw-parser-output .cs1-subscription,.mw-parser-output .cs1-registration,.mw-parser-output .cs1-format{font-size:95%}.mw-parser-output .cs1-kern-left,.mw-parser-output .cs1-kern-wl-left{padding-left:0.2em}.mw-parser-output .cs1-kern-right,.mw-parser-output .cs1-kern-wl-right{padding-right:0.2em}
^ Rowe, R. Kerry, S Rimal, and S Rimal. 2008. Aging of HDPE Geomembrane in Three Composite Landfill Liner Configurations. Journal of Geotechnical & Geoenvironmental Engineering. 134, no. 7: 906-916.
^ Wesseloo, J, AT Visser, and E Rust. 2004. A Mathematical Model for the Strain-rate Dependent Stress-strain Response of HDPE Geomembranes. Geotextiles and Geomembranes. 22, no. 4: 273-295.
^ abcd Sharma, Hari and Reddy, Krishna. 2004. Geoenvironmental Engineering: Site Remediation, Waste Containment, and Emerging Waste Management Technologies. John Wiley & Sons, Inc., Hoboken, New Jersey.
^ Kolbasuk, G. 1991. Coextruded Hdpe Vldpe Multilayer Geomembranes. Geotextiles and Geomembranes. 10, no. 5-6: 601-612.
