Slope Stability and Stabilization Methods
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Modeling of Clay Liner Desiccation
Modeling of Clay Liner Desiccation Yafei Zhou1 and R. Kerry Rowe2 Abstract: The potential for the desiccation of clay liner component of composite liners due to temperature field generated by breakdown of organic matter in municipal solid waste landfills is examined using a model proposed by Zhou and Rowe. In these analyses, a set of fully coupled governing equations expressed in terms of displacement, capillary pressure, air pressure, and temperature increase are used, and numerical results are solved by using finite element method with a mass-conservative numerical scheme. The model results are shown to be in encouraging agreement with experimental data for a problem involving heating of a landfill liner. The fully coupled transient fields ͑temperature, horizontal stress change, suction head, and volumetric water content͒ are then examined for two types of composite liner system, one involving a geomembrane over a compacted clay liner ͑CCL͒ and the other involving a geomembrane over a geosynthetic clay liner ͑GCL͒. It is shown that there can be significant water loss and horizontal stress change in both the CCL and GCL liner even with a temperature increase as small as 20°C. The time to reach steady state decreases as boundary temperature increases. Under a 30°C temperature increase, it takes 5 years to reach the steady state water content with a GCL liner but 50 years with a CCL liner. The effects of various parameters, such as hydraulic conductivity and thickness of the liner, on the performance of the liner are discussed. DOI: 10.1061/͑ASCE͒1532-3641͑2005͒5:1͑1͒ CE Database subject headings: Clay liners; Desiccation; Numerical models; Temperature; Unsaturated flow. -
Mechanically Stabilized Embankments
Part 8 MECHANICALLY STABILIZED EMBANKMENTS First Reinforced Earth wall in USA -1969 Mechanically Stabilized Embankments (MSEs) utilize tensile reinforcement in many different forms: from galvanized metal strips or ribbons, to HDPE geotextile mats, like that shown above. This reinforcement increases the shear strength and bearing capacity of the backfill. Reinforced Earth wall on US 50 Geotextiles can be layered in compacted fill embankments to engender additional shear strength. Face wrapping allows slopes steeper than 1:1 to be constructed with relative ease A variety of facing elements may be used with MSEs. The above photo illustrates the use of hay bales while that at left uses galvanized welded wire mesh HDPE geotextiles can be used as wrapping elements, as shown at left above, or attached to conventional gravity retention elements, such as rock-filled gabion baskets, sketched at right. Welded wire mesh walls are constructed using the same design methodology for MSE structures, but use galvanized wire mesh as the geotextile 45 degree embankment slope along San Pedro Boulevard in San Rafael, CA Geotextile soil reinforcement allows almost unlimited latitude in designing earth support systems with minimal corridor disturbance and right-of-way impact MSEs also allow roads to be constructed in steep terrain with a minimal corridor of disturbance as compared to using conventional 2:1 cut and fill slopes • Geotextile grids can be combined with low strength soils to engender additional shear strength; greatly enhancing repair options when space is tight Geotextile tensile soil reinforcement can also be applied to landslide repairs, allowing selective reinforcement of limited zones, as sketch below left • Short strips, or “false layers” of geotextiles can be incorporated between reinforcement layers of mechanically stabilized embankments (MSE) to restrict slope raveling and erosion • Section through a MSE embankment with a 1:1 (45 degree) finish face inclination. -
Environmental Geotechnics
ENVIRONMENTAL GEOTECHNICS Edited by International Technical Committee No. 5 (ITC5) on Environmental Geotechnics of the International Society of Soil Mechanics and Geotechnical Engineering (ISSMGE) First Edition: September 2005 Second Edition: June 2006 TC5 Report, June 2006 CONTENTS PREFACE Chapter 1. DESIGN BASICS AND PERFORMANCE CRITERIA Task Force Leader: R. CLARK (United Kingdom) 1.1 Terminology, definitions and units 1.2 Multidisciplinary interactions 1.2.1 General 1.2.2 Terminology 1.2.3 Input of other disciplines into environmental geotechnics 1.2.4 Interaction with regulators 1.2.5 Interaction with non-technical people 1.2.6 Education 1.2.7 Concluding remarks 1.3 Classification and characterization 1.3.1 General 1.3.2 Soil and soil properties 1.3.3 Chemicals and chemical properties 1.3.4 Contaminated land 1.3.5 Geosynthetics 1.3.6 Waste materials 1.4 Risk assessment 1.4.1 Principles and application to environmental geotechnics 1.4.2 Groundwater pollution 1.4.3 Gas migration 1.4.4 Reliability 1.4.5 Further work 1.5 Monitoring 1.5.1 Introduction 1.5.2 Non-intrusive methods 1.5.3 Intrusive Methods 1.5.4 Guidelines for monitoring design 1.5.5 Monitoring performance criteria 1.5.6 Monitoring of landfills 1.5.7 Monitoring of contaminated land (as part of investigations) 1.5.8 Monitoring of Remediation (during treatment and post treatment) 1.5.9 Monitoring of containment barriers 1.5.10 Quality assurance 1.5.11 Concluding remarks i TC5 Report, June 2006 1.6 Lifetime of components 1.6.1 Introduction 1.6.2 Compacted Clay Liners 1.6.3 Bentonite Enhanced Soils 1.6.4 Geosynthetic Clay Liners 1.6.5 Geomembrane Liners 1.6.6 In Ground Cut-off Barriers 1.6.7 Landfill Drainage Layers 1.7 Quality assurance and control 1.7.1 Principles 1.7.2 Quality Assurance Plan(s) 1.7.3 QA Personnel 1.7.4 QC Personnel 1.7.5 QA for Landfill Containment 1.7.6 QA for Contamination Remediation 1.7.7 Final Certificate and Validation Report Chapter 2. -
Promoting Geosynthetics Use on Federal Lands Highway Projects
Promoting Geosynthetics Use on Federal Lands Highway Projects Publication No. FHWA-CFL/TD-06-009 December 2006 Central Federal Lands Highway Division 12300 West Dakota Avenue Lakewood, CO 80228 FOREWORD The Federal Lands Highway (FLH) of the Federal Highway Administration (FHWA) promotes development and deployment of applied research and technology applicable to solving transportation related issues on Federal Lands. The FLH provides technology delivery, innovative solutions, recommended best practices, and related information and knowledge sharing to Federal agencies, Tribal governments, and other offices within the FHWA. The objective of this study was to provide guidance and recommendations on the potential of systematically including geosynthetics in highway construction projects by the FLH and their client agencies. The study included a literature search of existing· design guidelines and published work on a range of applications that use geosynthetics. These included mechanically stabilized earth walls, reinforced soil slopes, base reinforcement, pavements, and various road applications. A survey of personnel from the FLH and its client agencies was performed to determine the current level of geosynthetic use in their practice. Based on the literature review and survey results, recommendations for possible wider use of geosynthetics in the FLH projects are made and prioritized. These include updates to current geosynthetic specifications, the offering of training programs, development of analysis tools that focus on applications of interest to the FLH, and further studies to promote the improvement of nascent or existin esign methods. Notice This document is disseminated under the sponsorship of the U.S. Department of Transportation (DOT) in the interest of information exchange. The U.S. -
Estimating Sediment Losses Generated from Highway Cut and Fill Slopes in the Lake Tahoe Basin
NDOT Research Report Report No. 493-12-803 Estimating Sediment Losses Generated from Highway Cut and Fill Slopes in the Lake Tahoe Basin December 2014 Nevada Department of Transportation 1263 South Stewart Street Carson City, NV 89712 Disclaimer This work was sponsored by the Nevada Department of Transportation. The contents of this report reflect the views of the authors, who are responsible for the facts and the accuracy of the data presented herein. The contents do not necessarily reflect the official views or policies of the State of Nevada at the time of publication. This report does not constitute a standard, specification, or regulation. University of Nevada, Reno Estimating Sediment Losses Generated from Highway Cut and Fill Slopes in the Lake Tahoe Basin A thesis submitted in partial fulfillment of the requirements for the degree of Master of Science in Hydrologic Sciences By Daniel L. Stucky Dr. Keith E. Dennett/Thesis Advisor December 2014 THE GRADUATE SCHOOL We recommend that the thesis prepared under our supervision by DANIEL L. STUCKY entitled Estimating Sediment Losses Generated from Highway Cut And Fill Slopes in the Lake Tahoe Basin be accepted in partial fulfillment of the requirements for the degree of MASTER OF SCIENCE Dr. Keith Dennett, Advisor Dr. Eric Marchand, Committee Member Dr. Paul Verburg, Graduate School Representative Marsha H. Read, Ph. D., Dean, Graduate School December, 2014 i ABSTRACT Lake Tahoe’s famed water clarity has gradually declined over the last 50 years, partially as a result of fine sediment particle (FSP, < 16 micrometers in diameter) contributions from urban stormwater. Of these urban sources, highway cut and fill slopes often generate large amounts of sediment due to their steep, highly-disturbed nature. -
Design and Construction of Lining System for a Coke
DESIGN AND CONSTRUCTION OF LINING SYSTEM FOR A COKE LANDFILL Jimmy Thomas and Sam Bhat, Titan Environmental Containment Limited, Manitoba, Canada. ABSTRACT This paper presents the salient features of the design and construction of the lining system for a coke landfill, with a maximum height of 30 m, which was to be constructed on foundation strata which comprised a 5.0 – 9.0 m thick layer coke fill underlain by clay with thickness of up to 30 m. The bottom lining system comprises a geosynthetic clay liner, an HDPE geomembrane and a geocomposite leachate collection system. The effects of ground conditions on the integrity of the bottom lining system were evaluated and excessive localized differential settlements was identified as the significant risk. Hence it was decided to provide a reinforced soil pad below the lining system, to smoothen any abrupt changes in settlement profile. The final design for the reinforced soil pad included three reinforcement layers – a polypropylene biaxial geogrid- nonwoven composite at the bottom and two layers of polypropylene biaxial geogrid. 1. INTRODUCTION The project comprised the design and construction of the bottom lining system for a coke storage/disposal facility. The coke is a predominantly carbonaceous granular material which is a byproduct of the process of upgrading bitumen recovered from oil sands. In order to prevent any contamination of the soil and ground water, it was required to provide a lining system comprising an impervious barrier and a leachate collection system at the base of the landfill. The ground at the site comprised a layer of coke fill with variable thickness and a deep deposit of clay. -
EPA's Guide for Industrial Waste Management
Guide for Industrial Waste Management Protecting Land Ground Water Surface Water Air Building Partnerships Introduction EPA’s Guide for Industrial Waste Management Introduction Welcome to EPA’s Guide for Industrial Waste Management. The pur- pose of the Guide is to provide facility managers, state and tribal regulators, and the interested public with recommendations and tools to better address the management of land-disposed, non-haz- ardous industrial wastes. The Guide can help facility managers make environmentally responsible decisions while working in partnership with state and tribal regulators and the public. It can serve as a handy implementation reference tool for regulators to complement existing programs and help address any gaps. The Guide can also help the public become more informed and more knowledgeable in addressing waste management issues in the community. In the Guide, you will find: • Considerations for siting industrial waste management units • Methods for characterizing waste constituents • Fact sheets and Web sites with information about individual waste constituents • Tools to assess risks that might be posed by the wastes • Principles for building stakeholder partnerships • Opportunities for waste minimization • Guidelines for safe unit design • Procedures for monitoring surface water, air, and ground water • Recommendations for closure and post-closure care Each year, approximately 7.6 billion tons of industrial solid waste are generated and disposed of at a broad spectrum of American industrial facilities. State, tribal, and some local governments have regulatory responsibility for ensuring proper management of these wastes, and their pro- grams vary considerably. In an effort to establish a common set of industrial waste management guidelines, EPA and state and tribal representatives came together in a partnership and developed the framework for this voluntary Guide. -
Preliminary Quantitative Risk Assessment of Earthquake-Induced Landslides at Man-Made Slopes in Hong Kong
PRELIMINARY QUANTITATIVE RISK ASSESSMENT OF EARTHQUAKE-INDUCED LANDSLIDES AT MAN-MADE SLOPES IN HONG KONG GEO REPORT No. 98 H.N. Wong & K.K.S. Ho GEOTECHNICAL ENGINEERING OFFICE CIVIL ENGINEERING DEPARTMENT THE GOVERNMENT OF THE HONG KONG SPECIAL ADMINISTRATIVE REGION PRELIMINARY QUANTITATIVE RISK ASSESSMENT OF EARTHQUAKE-INDUCED LANDSLIDES AT MAN-MADE SLOPES IN HONG KONG GEO REPORT No. 98 H.N. Wong & K.K.S. Ho This report was originally produced in July 1998 as GEO Discussion Note No. DN 1/98 - 2 © The Government of the Hong Kong Special Administrative Region First published, February 2000 Prepared by: Geotechnical Engineering Office, Civil Engineering Department, Civil Engineering Building, 101 Princess Margaret Road, Homantin, Kowloon, Hong Kong. This publication is available from: Government Publications Centre, Ground Floor, Low Block, Queensway Government Offices, 66 Queensway, Hong Kong. Overseas orders should be placed with: Publications Sales Section, Information Services Department, Room 402, 4th Floor, Murray Building, Garden Road, Central, Hong Kong. Price in Hong Kong: HK$42 Price overseas: US$8.5 (including surface postage) An additional bank charge of HK$50 or US$6.50 is required per cheque made in currencies other than Hong Kong dollars. Cheques, bank drafts or money orders must be made payable to The Government of the Hong Kong Special Administrative Region. - 5 ABSTRACT In this pilot study, standard quantitative risk assessment (QRA) techniques involving the use of fault trees and event trees have been used to evaluate the risk of failures of engineered man-made slopes due to earthquake loading. The risk of failure of pre-1977 slopes which had not been checked or upgraded to current standards is outside the scope of this Report. -
Chapter 3 Earthwork
Topic #625-000-007 Plans Preparation Manual, Volume 1 January 1, 2016 Chapter 3 Earthwork 3.1 General ...................................................................................... 3-1 3.2 Classification of Soils ................................................................. 3-3 3.3 Cross Sections - A Design Tool .................................................. 3-3 3.4 Earthwork Quantities .................................................................. 3-4 3.4.1 Method of Calculating ................................................. 3-4 3.4.2 Earthwork Tabulation ................................................. 3-4 3.4.3 Earthwork Accuracy ................................................... 3-5 3.4.3.1 Projects with Horizontal and Vertical Controlled Cross Sections .......................... 3-5 3.4.3.2 Projects without Horizontal and Vertical Controlled Cross Sections .......................... 3-6 3.4.4 Variation in Quantities ................................................ 3-6 3.5 Earthwork Items of Payment ...................................................... 3-7 3.5.1 Guidelines for Selecting Earthwork Pay Items ............ 3-7 3.5.2 Regular Excavation .................................................... 3-8 3.5.3 Embankment .............................................................. 3-9 3.5.4 Subsoil Excavation ..................................................... 3-9 3.5.5 Lateral Ditch Excavation ............................................. 3-9 3.5.6 Channel Excavation ................................................ -
GBE CPD Waste-Designtoreduce A02 BRM 011219.Pptx
Design to Reduce Waste 01/12/19 This Presentation on GBE: Design generates waste • Find this file on GBE website at: • Waste reduction is not a site issue Design to help • https://GreenBuildingEcyclopaedia.uk/?P=412 – It is a Design Issue • Go there for: • It becomes a site issue – the latest update Reduce Waste – versions presented to different audiences – if is was not seen as a Design issue – the whole presentation all of the hidden slides • Join in now or Easy steps to reduce your share – other file formats: of the 120 m tonnes of construction and – D&B takes another % of UK procurement • Handout, Show, PDF, PPTX demolition and excavation waste each year – Links to other related GBE CPD and related GBE content © GBE NGS 2002-2019 DesignToReduceWaste 1 01/12/19 2 © GBE NGS 2002-2019 DesignToReduceWaste 3 Investing in Opportunities www.GreenBuildingEncyclopaedia.uk Chinese Jigsaw Puzzles British Sugar • Arup Associates (Multi discipline • Q How do we get into ceiling void practice) • A For us to know and for you to find out • Peterborough Sugar Beet Factory • Fist through the first and rip the rest out • Office Pavilion • Vowed never to commission Arup again • Suspended ceiling: Bespoke – Quite right. • Designed to take out and reinstall like a – And now use Technicians Chinese jigsaw puzzle © GBE NGS 2002-2019 DesignToReduceWaste 4 © GBE NGS 2002-2019 DesignToReduceWaste 5 © GBE NGS 2002-2019 DesignToReduceWaste 6 SITEwise II Waste Campaign Some easy wins • Environment Agency (Anglian) • Design to standard sizes • Breakfast meetings -
Chapter 11 Slope Stabilization And
Chapter 11 Chapter Chapter 11 Slope Stabilization and Stability of Cuts and Fills Slope Sta Slope Sta Slope Sta Slope Sta Slope Sta “Construct cut and fill slopes that are flat enough to be stable over time and that can be revegetated.” biliza biliza biliza biliza biliza HE OBJECTIVES OF ROUTINE ROAD CUTS AND FILLS cult to stabilize, and are subject to sliver fill fail- are 1) to create space for the road template ures (Photo 11.4). A rock fill can be stable with a tion and Sta tion and Sta tion and Sta tion and Sta tion and Sta Tand driving surface; 2) to balance material between 1 1/3:1 slope. Ideally, fills should be constructed the cut and fill; 3) to remain stable over time; 4) to not be with a 2:1 or flatter slope to promote growth of a source of sediment; and 5) to minimize long-term costs. vegetation and slope stability (Photo 11.5). Ter- Landslides and failed road cuts and fills can be a major races or benches are desirable on large fill slopes source of sediment, they can close the road or require to break up the flow of surface water. major repairs, and they can greatly increase road maintenance costs (Photo 11.1). Vertical cut slopes should not be used unless the cut is in rock or very well cemented soil. Long-term stable cut slopes bility of bility of bility of in most soils and geographic bility of bility of areas are typically made with about a 1:1 or ¾:1 (horizontal: vertical) slope (Photo 11.2). -
Maine Erosion and Sediment Control Practices Field Guide for Contractors
Maine Erosion and Sediment Control Practices Field Guide for Contractors Maine Department of Environmental Protection ACKNOWLEDGEMENTS Production 2014 Revision: Marianne Hubert, Senior Environmental Engineer, Division of Watershed Management, Bureau of Land and Water Quality, Department of Environmental Protection (DEP). Illustrations: Photos obtained from SJR Engineering Inc., Shaw Brothers Construction Inc., Bar Mills Ecological, Maine Department of Transportation (MaineDOT), Maine Land Use Planning Commission (LUPC) and Maine Department of Environmental Protection (DEP). TECHNICAL REVIEW COMMITTEE: The following people participated in the revision of this manual: Steve Roberge, SJR Engineering, Inc., Augusta Ross Cudlitz, Engineering Assistance & Design, Inc., Yarmouth Susan Shaller, Bar Mills Ecological, Buxton David Roque, Department of Agriculture, Conservation & Forestry Peter Newkirk, MaineDOT Bob Berry, Main-Land Development Consultants Daniel Shaw, Shaw Brothers Construction Peter Hanrahan, E.J. Prescott William Noble, William Laflamme, David Waddell, Kenneth Libbey, Ben Viola, Jared Woolston, and Marianne Hubert of the Maine DEP Revision (2003): The manual was revised and reorganized with illustrations (original manual, Salix, Applied Earthcare and Ross Cudlitz, Engineering Assistance & Design, Inc.). Original Manual (1991): The original document was funded from a US Environmental Protection Agency Federal Clean Water Act grant to the Maine Department of Environmental Protection, Non- Point Source Pollution Program and developed