Alternative Bottom Liner System
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From the Past to the Future of Landfill Engineering Through Case Histories
Missouri University of Science and Technology Scholars' Mine International Conference on Case Histories in (1998) - Fourth International Conference on Geotechnical Engineering Case Histories in Geotechnical Engineering 08 Mar 1998 - 15 Mar 1998 From the Past to the Future of Landfill Engineering Through Case Histories R. Kerry Rowe University of Western Ontario, London, Ontario, Canada Follow this and additional works at: https://scholarsmine.mst.edu/icchge Part of the Geotechnical Engineering Commons Recommended Citation Rowe, R. Kerry, "From the Past to the Future of Landfill Engineering Through Case Histories" (1998). International Conference on Case Histories in Geotechnical Engineering. 4. https://scholarsmine.mst.edu/icchge/4icchge/4icchge-session00/4 This Article - Conference proceedings is brought to you for free and open access by Scholars' Mine. It has been accepted for inclusion in International Conference on Case Histories in Geotechnical Engineering by an authorized administrator of Scholars' Mine. This work is protected by U. S. Copyright Law. Unauthorized use including reproduction for redistribution requires the permission of the copyright holder. For more information, please contact [email protected]. 145 Proceedings: Fourth International Conference on Case Histories in Geotechnical Engineering~ St. Louis, Missouri, March 9-12, 1998. FROM THE PAST TO THE FUTURE OF LANDFILL ENGINEERING THROUGH CASE HISTORIES R. Kerry Rowe Paper No. SOA-9 Dept. of Civil & Environmental Engineering University of Western Ontario London, Ontario, Canada N6A 5B9 AIISTRACT The advances in landfill engineering are outlined based on a number of case histories illustrating past problems, hydraulic performance of clay liners, diffusive transport through liners, hydraulic containment and clogging of leachate collection systems. -
Integration of Resource Recovery Into Current Waste Management Through
INTEGRATION OF RESOURCE RECOVERY INTO CURRENT WASTE MANAGEMENT THROUGH (ENHANCED) LANDFILL MINING Juan Carlos Hernández Parrodi 1,2,*, Hugo Lucas 3, Marco Gigantino 4, Giovanna Sauve 5, John Laurence Esguerra 6,7, Paul Einhäupl 5,7, Daniel Vollprecht 2, Roland Pomberger 2, Bernd Friedrich 3, Karel Van Acker 5, Joakim Krook 6, Niclas Svensson 6 and Steven Van Passel 7 1 Renewi Belgium SA/NV, NEW-MINE project, 3920 Lommel, Belgium 2 Montanuniversität Leoben, Department of Environmental and Energy Process Engineering, 8700 Leoben, Austria 3 RWTH Aachen University, Process Metallurgy and Metal Recycling, 52056 Aachen, Germany 4 ETH Zürich, Department of Mechanical and Process Engineering, 8092 Zürich, Switzerland 5 Katholieke Universiteit Leuven, Department of Materials Engineering, 3001 Leuven, Belgium 6 Linköping University, Environmental Technology and Management, 58183 Linköping, Sweden 7 Universiteit Antwerpen, Department of Engineering Management, 2000 Antwerpen, Belgium Article Info: ABSTRACT Received: Europe has somewhere between 150,000 and 500,000 landfill sites, with an estimat- 1 November 2019 Accepted: ed 90% of them being “non-sanitary” landfills, predating the EU Landfill Directive of 15 November 2019 1999/31/EC. These older landfills tend to be filled with municipal solid waste and Available online: often lack any environmental protection technology. “Doing nothing”, state-of-the- 23 December 2019 art aftercare or remediating them depends largely on technical, societal and eco- Keywords: nomic conditions which vary between countries. Beside “doing nothing” and land- Landfill mining strategies fill aftercare, there are different scenarios in landfill mining, from re-landfilling the Enhanced landfill mining waste into “sanitary landfills” to seizing the opportunity for a combined resource-re- Resource recovery covery and remediation strategy. -
Interface Friction Performance
CONTENTS Acknowledgements 1.0 Introduction 1.1 PVC and HDPE 2.0 Testing Program 2.1 Materials 2.1.1 Geomembranes 2.1.2 Soil 2.1.2.1 Sand 2.1.2.2 Sandy Loam 2.1.2.3 Silty Clay 2.1.3 Geotextile 2.2 Equipment 2.3 Procedure 3.0 Results 3.1 Sand vs Smooth PVC 3.2 Sand vs the Other geomembranes 3.3 Influence of Soil type 3.4 Geomembrane vs Geotextile 4.0 Summary of Results 12 5.0 Discussion 5.1 Failure Modes 5.2 General Observations 5.3 Comparison with existing knowledge 6.0 Conclusions 2 1 References 2 1 APPENDIX A 23 APPENDIX B 29 APPENDIX C 35 APPENDIX D 41 FIGURES Typical cross-sections of modem landfills Schematic representation of stress-strain behaviour of HDPE & PVC Grain-size distribution of Sand, Sandy Loam and Silty clay Reproducibility of test data Sand vs Smooth PVC : Test results Sand vs Smooth HDPE Sandy Loam vs Smooth PVC Silty Clay vs Smooth PVC Non-woven Geotextile vs Smooth PVC Appendix A : Fine Sand vs various Geomembranes Al. Sand vs Smooth PVC A2. Sand vs Textured PVC A3. Sand vs File-finish PVC A4. Sand vs Smooth HDPE A5. Sand vs Textured HDPE Appendix B : Sandy Loam vs various Geomembranes B 1. Sandy Loam vs Smooth PVC B2. Sandy Loam vs Textured PVC B3. Sandy Loam vs File-finish PVC B4. Sandy Loam vs Smooth-HDPE B5. Sandy Loam vs Textured HDPE Appendix C : Silty Clay vs various Geomembranes C1. Silty Clay vs Smooth PVC C2. -
Geosynthetic Liner Systems for Municipal Solid Waste Landfills: an Inadequate Technology for Protection of Groundwater Quality
Geosynthetic Liner Systems for Municipal Solid Waste Landfills: An Inadequate Technology for Protection of Groundwater Quality G. Fred Lee, PhD, PE and Anne Jones-Lee, PhD G. Fred Lee & Associates El Macero, California Published in: Waste Management & Research 11:354-360 (1993) Waste Management & Research published a paper by Fluet et al. entitled, "A Review of Geosynthetic Liner System Technology" in its March 1992 issue. The geosynthetic liner system technology that they addressed was an engineered containment system for use in lined "dry tomb" landfills in which are placed untreated municipal solid waste (MSW). The "dry tomb" landfilling approach relies on a cover system to in theory keep the wastes dry and a liner system (liner and leachate collection and removal system) to collect and remove leachate. The performance of a "dry tomb" landfill depends on the functioning of the cover and of the liner system for as long as the wastes represent a threat. The Fluet et al. review suggests to the reader that flexible membrane liner systems of the type being constructed today in municipal solid waste landfills will protect groundwater quality from pollution by landfill leachate. Critical examination of the Fluet et al. (1992) review article, however, reveals that they omitted from their discussion some of the most important topics that need to be considered in an evaluation of the efficacy of landfill liner systems in providing truly long-term protection of groundwater quality. Those neglected topics contribute to the assessment of: whether the liner system will prevent groundwater pollution for as long as the wastes represent a threat to groundwater quality. -
Guidance on the Design and Construction of Leak-Resistant Geomembrane Boots and Attachments to Structures
Guidance on the Design and Construction of Leak-Resistant Geomembrane Boots and Attachments to Structures R. Thiel, Vector Engineering, Grass Valley, CA, USA G. DeJarnett, Envirocon, Houston, TX, USA ABSTRACT Experience in reviewing, designing, performing field inspections, and installing of geomembrane boots and connections to structures has revealed a widely diverse practice of standards and approaches. The execution of these details is very much an art in workmanship, and depends a great deal on the experience and understanding of the installer. There is very little guidance in the literature regarding the fine points of specifying and installing these critical details. The typical manufacturers’ details and guidelines are not much more than concepts that have been repeated for two decades. Thus, there is a big difference between what we assume and expect versus what is constructed in terms of leak resistance of geomembrane penetrations and attachments to structures. The goal of this paper is to touch upon some of the detailed and critical aspects that should be addressed when specifying and constructing geomembrane seals around penetrating pipes (referred to as “boots”) and attachments to structures. 1. INTRODUCTION While much attention has been paid in the last 30 years to many other containment issues related to geomembranes (such as chemical compatibility, aging and durability, manufacturing, seaming, subgrade preparation, covering), there is surprisingly little technical discussion related to the design and construction of leak-resistant penetrations and attachments to structures. This subject has largely been relegated to a few simple details, mostly generated by the manufacturers and included in their standard literature. The content of this paper is derived from the authors’ field observations, experience, and deductive reasoning. -
Influence of Bentonite on Clayey Soil As a Landfill Baseliner Materials
IOP Conference Series: Materials Science and Engineering PAPER • OPEN ACCESS Recent citations Influence of bentonite on clayey soil as a landfill - Vulnerability Assessment of Groundwater Contamination from an Open dumpsite: baseliner materials Labete Dumpsite as a Case study R A Olaoye et al To cite this article: R A Olaoye et al 2019 IOP Conf. Ser.: Mater. Sci. Eng. 640 012107 - A review of the mineralogical and geotechnical properties of some residual soils in relation to the problems of road failures: A case study of Nigeria R O Sani et al View the article online for updates and enhancements. This content was downloaded from IP address 170.106.202.126 on 25/09/2021 at 12:24 1st International Conference on Sustainable Infrastructural Development IOP Publishing IOP Conf. Series: Materials Science and Engineering 640 (2019) 012107 doi:10.1088/1757-899X/640/1/012107 Influence of bentonite on clayey soil as a landfill baseliner materials R A Olaoye 1 O D Afolayan 2 V O Oladeji 1 R O Sani 2 1Department of Civil Engineering, Ladoke Akintola University of Technology (LAUTECH), Ogbomoso, Oyo State, Nigeria. 2Department of Civil Engineering, Covenant University, Ota, Ogun State, Nigeria Corresponding Author: [email protected] Abstract. With the geometric population growth in developing nations comes increase in waste generation, these wastes ranging from industrial to agricultural to municipal solid waste calls for measure for its effective management and disposal so as to preserve the ecosystem. An effective measure of containing this large waste generated, is through the use of landfills which are designed and built to protect infiltration of leachates from decomposed waste to the groundwater. -
Geomembrane Puncture Potential and Hydraulic Performance in Mining Applications
GEOMEMBRANE PUNCTURE POTENTIAL AND HYDRAULIC PERFORMANCE IN MINING APPLICATIONS Lining systems in mining applications often consist of a geomembrane underlain by either a soil liner or a geosynthetic clay liner (GCL). When under load, geomembranes are vulnerable to damage from large stones both in the compacted soil subgrade and in the overlying drainage layer. Although guidance has been developed for minimizing geomembrane puncture, this past work has focused on subgrade protrusions in municipal solid waste applications. There has been limited information regarding puncture performance in mining applications, where extreme loads are encountered and angular, large-diameter crushed ore is often used as the drainage medium above the geomembrane. The attached paper discusses a laboratory puncture testing program involving various geomembranes placed in direct contact with different drainage media under high loads, both with and without underlying GCLs. Variables being examined include: geomembrane type and thickness, GCL type, normal load, and drainage stone size. Preliminary test results have shown that geomembrane/GCL composite liners are subject to less puncture damage (i.e., lower defect frequency and/or smaller puncture sizes) than geomembrane liners alone. The paper also presents a feasibility study of two lining alternatives, geomembrane/compacted soil and geomembrane/GCL composites. The feasibility study compares technical effectiveness and cost effectiveness based on cost savings associated with improved metal recovery rates afforded by improved containment. This information is intended for mining companies and engineers in evaluating lining options and allowable stone sizes. This paper was presented at the Tailings and Mine Waste ’08 Conference. TR 260 11/08 800.527.9948 Fax 847.577.5566 For the most up-to-date product information, please visit our website, www.cetco.com. -
EPA-P1-500, Needham, the Likely Medium to Long-Term Generation
R&D Technical Report P1-500/1/TR The likely medium to long-term generation of defects in geomembrane liners Environment Agency Likely medium to long-term generation of defects in geomembranes 1 The Environment Agency is the leading public body protecting and improving the environment in England and Wales. It’s our job to make sure that air, land and water are looked after by everyone in today’s society, so that tomorrow’s generations inherit a cleaner, healthier world. Our work includes tackling flooding and pollution incidents, reducing industry’s impacts on the environment, cleaning up rivers, coastal waters and contaminated land, and improving wildlife habitats. Published by: Authors: Environment Agency Needham, A., Gallagher, E., Peggs, I., Howe, G. & Norris, J. Rio House EDGE Consultants UK Ltd, in association with I-Corp International Waterside Drive, Aztec West Inc., Nottingham Trent University and RAPRA Technology Ltd. Almondsbury, Bristol BS32 4UD Tel: 01454 624400 Fax: 01454 624409 Statement of use: This report presents a review of the processes and rates of ISBN: 1 84432 180 0 geomembrane degradation reported from laboratory and field studies. It reviews landfill monitoring data and research © Environment Agency, January 2004 from related fields to predict future rates of defect generation in geomembrane liners, for use in risk and performance All rights reserved. This document may be reproduced assessment of new landfill sites. This report should be used with prior permission of the Environment Agency. in conjunction with the Agency’s guidance on hydrogeological risk assessment for landfills and LandSim This report is printed on Cyclus Print, a 100% recycled v2.5+. -
Geomembrane Lifetime Prediction: Geosynthetic Institute
Geosynthetic Institute GRI 475 Kedron Avenue GEI GII Folsom, PA 19033-1208 USA GSI TEL (610) 522-8440 FAX (610) 522-8441 GAI GCI GRI White Paper #6 - on - Geomembrane Lifetime Prediction: Unexposed and Exposed Conditions by Robert M. Koerner, Y. Grace Hsuan and George R. Koerner Geosynthetic Institute 475 Kedron Avenue Folsom, PA 19033 USA Phone (610) 522-8440 Fax (610) 522-8441 E-mails: [email protected] [email protected] [email protected] Original: June 7, 2005 Updated: February 8, 2011 Geomembrane Lifetime Prediction: Unexposed and Exposed Conditions 1.0 Introduction Without any hesitation the most frequently asked question we have had over the past thirty years’ is “how long will a particular geomembrane last”.* The two-part answer to the question, largely depends on whether the geomembrane is covered in a timely manner or left exposed to the site-specific environment. Before starting, however, recognize that the answer to either covered or exposed geomembrane lifetime prediction is neither easy, nor quick, to obtain. Further complicating the answer is the fact that all geomembranes are formulated materials consisting of (at the minimum), (i) the resin from which the name derives, (ii) carbon black or colorants, (iii) short-term processing stabilizers, and (iv) long-term antioxidants. If the formulation changes (particularly the additives), the predicted lifetime will also change. See Table 1 for the most common types of geomembranes and their approximate formulations. Table 1 - Types of commonly used geomembranes -
Water Content–Density Criteria for Determining Geomembrane–Fly Ash Interface Shear Strength
MATEC Web of Conferences 262, 04005 (2019) https://doi.org/10.1051/matecconf/201926204005 KRYNICA 2018 Water Content–Density Criteria for Determining Geomembrane–Fly Ash Interface Shear Strength Katarzyna Zabielska-Adamska1,* 1 Bialystok Technical University, Faculty of Civil and Environmental Engineering, Wiejska Street 45E, 15-351 Bialystok, Poland Abstract. The aim of the present paper was to determine shear strength at the interface between fly ash, as a material underlying artificial sealing layer of storage yards, and HDPE geomembranes. The fly ash was compacted at moisture contents ranging over optimum water contents ± 5% using the standard Proctor test. The shear strength and interaction tests were conducted in classic direct shear apparatus with a cylindrical shear box. For interface strength tests the bottom box frame was equipped with a polycarbonate platen, which enabled geomembrane fixing. The shear strength of the interface contact of fly ash–smooth HDPE geomembrane did not greatly depend on moisture at compaction; however, it was important for textured geomembrane. The lowest interface strength was obtained at the highest moisture w= wopt + 5%, and the greatest values at moistures w ≥ wopt, for both geomembranes. 1 Introduction of compacted non-cohesive fly ash and fly ash/bottom ash mixture are dependent on moisture content during Mineral soil liners and covers are most often single, compaction, w, as are properties of cohesive mineral double or multilayer complex sealing, consisting of soils [14]. Consequently, different values are obtained compacted cohesive soil layers, with coefficient of for w on either side of the wopt on a compaction curve, –9 permeability, k, lower than 10 m/s, characterised by a for the same dry densities, ρd. -
Geomembranes and Seams
Geomembranes and Seams Ian D. Peggs I-CORP INTERNATIONAL, Inc., USA [email protected] ABSTRACT: Geomembranes and their seams have been destructively tested the same way for many years. However, it is still not appreciated that only shear elongation and peel separation provide useful information on weld integrity. It would be desirable to preclude seam destructive testing and to replace it with nondestructive testing (NDT) methods. Electrical methods are now available for locating leaks anywhere in liners whether covered or exposed. On landfill caps infrared spectroscopy can locate leaks much faster. Unfortunately, these methods will not assess the bond efficiency of a weld. However, ultrasonic (UT) methods, both pulse-echo and pitch-catch techniques are being developed to evaluate bond quality and the presence of internal flaws that may become leaks in service. The most promising method for the NDT evaluation of seam bond strength is infrared thermography (IRT) that even appears capable of identifying variations in weld zone microstructure due to cycling of the welder wedge temperature. 1 INTRODUCTION Geomembrane seams have been nondestructively and destructively tested the same way for many years. Only the acceptance criteria for destructively tested samples have been updated, but not far enough. However, seams are only a very small fraction of the total area of the liner which, until the development of electrical methods, could only be monitored visually It is past time that these test methods were reviewed and updated to take advantage of new technologies and the statistics generated over many years of testing. If this is not done we are wasting much time and are not achieving the highest quality lining systems. -
GEOMEMBRANE OR GEOSYNTHETIC CLAY LINER Code 521A (Ft2)
PA521-1 CONSERVATION PRACTICE STANDARD POND SEALING OR LINING - GEOMEMBRANE OR GEOSYNTHETIC CLAY LINER Code 521A (Ft2) DEFINITION A liner for an impoundment constructed using a geomembrane or a geosynthetic clay material. PURPOSE This practice is to: Reduce seepage losses from an impoundment for water conservation. Protect soil and water from contaminants. CONDITIONS WHERE PRACTICE APPLIES This practice applies where in-place natural soils have excessive seepage rates. CRITERIA General Criteria Applicable to Purposes. Design. The structure to be lined must meet all applicable NRCS standards. All inlets, outlets, ramps, and other appurtenances may be installed before, during, or after the liner placement, but must be done in a manner that does not damage or impair the proper operation of the liner. Flexible membrane liners must be planned, designed, and installed in conformance with all applicable federal, state, and local laws and regulations. Design and install the liner in accordance with manufacturer recommendations. The installer or manufacturer must certify that the liner installation meets the material and installation requirements of the plans and specifications. Follow manufacturer’s recommendations with regard to protection from weather and ultraviolet exposure. Materials. Geomembrane materials must meet the criteria in NRCS National Engineering Handbook (NEH), Part 642, Chapter 3, “Material Specification 594 – Geomembrane Liner.” GCL materials must meet the criteria in NRCS NEH, Part 642, Chapter 3, “Material Specification