th canadian cgs/iah-cnc - geoottawa 2017 advanced instrumentation and testing systems with a master...

CONFERENCE PROGRAM ABSTRACTS

PROGRAMME DE LA CONFÉRENCE RÉSUMÉS

Shaw CentreOttawa, Ontario

Centre ShawOttawa, Ontario

PLATINUM SPONSORS /COMMANDITAIRES PLATINE

OCTOBER 1 - 4, 2017 • 1 - 4 OCTOBRE 2017

AIL LOGO

consulting engineersD S T

70TH CANADIAN GEOTECHNICAL CONFERENCE

12TH CGS/IAH-CNC GROUNDWATER CONFERENCE

70E CONFÉRENCE CANADIENNE DE GÉOTECHNIQUE

12E CONFÉRENCE SCG/AIH-SNC SUR LES EAUX SOUTERRAINES

1GEO OTTAWA OCTOBRE 1-4 2017 | OTTAWA, ONTARIO

INDEX

Program accurate as of printing - SEPT 22, 2017

Greetings from the Chair / Salutations du président de la conférence 2

Organizing Committee / Comité organisateur 4

Platinum Sponsors /Commanditaires platine 5

Gold Sponsors /Commanditaires or 20

Silver Sponsors / Commanditaires argent 21

Other Sponsors /Autres commanditaires 21

Exhibitor Floor Plan / Plans des exposants 22

Exhibitors / Exposants 23

Exhibitor Corporate Profiles / Profils des sociétés exposants 24

Shaw Centre Floor Plans / Plans des étages 37

Exhibitor Presentations / Présentations des exposants 40

Conference Program and Timetable / Programme et horaire de la conférence 42

Monday Program “At a Glance” / Programme technique de lundi 50

Tuesday Program “At a Glance” / Programme technique de mardi 54

Wednesday Program “At a Glance” / Programme technique de mercredi 58

Special Sessions / Sessions spéciales 62

Social Events / Activités sociales 66

Index of Abstracts / Index des résumés 68

Abstracts / Résumés 70

2 GEOOTTAWA • OCTOBER 1-4 2017 • ONTARIO, CANADA

Dear conference participants,

Welcome to GeoOttawa 2017, the 70th Canadian Geotechnical Conference and the 12th Joint CGS/IAH-CNC Groundwater Conference. The Local Organizing Committee and the Canadian Geotechnical Society Eastern Ontario Section are honored to host this year’s conference in Ottawa. As Canada’s capital, Ottawa is a showcase city of more than one million people. It’s a magnificent city steeped in culture, with world-class museums and galleries displaying stunning national collections and special exhibitions from Canada and around the world. The theme for GeoOttawa 2017 is 70 Years of Canadian Geotechnics and Geoscience to remind delegates of the extensive contributions of geotechnical and hydrogeological prac-titioners to Canada’s built form since the Canadian Geotechnical Society was founded 70 years ago. The conference program includes daily plenary sessions featuring keynote speakers, followed by technical and specialty, as well as poster sessions. Over 400 techni-cal papers will be presented during 68 sessions of oral presentations. New to CGS conferences, GeoOttawa 2017 will feature the unveiling of the Canadian Geotechnical Achievements at Monday’s luncheon, and will introduce the first Geo-Contractor Forum, entitled Designer and Contractor Interface in Geotechnical Construc-tion on Monday morning. Returning conference events include the opening Icebreaker Reception on Sunday evening (taking place in the sold-out Trade Show where over 75 exhibitors are ready to answer your questions on their products and services), Monday evening’s Awards Banquet celebrating the achievements of distinguished geotechnicians and geoscientists, Local Colour Night on Tuesday evening at the Canadian War Museum, and the always popular student GEOpardy competition taking place Tuesday afternoon.So many people have significantly contributed to the success of GeoOttawa 2017 starting with the Local Organizing Committee members, who have worked really hard to make this conference a pleasant event for all and for whom I am always thankful for making my task easier – many thanks, dear friends! I would like also to acknowledge the substantial support of numerous firms and organizations, who through their generous financial contri-butions as sponsors and exhibitors have helped to make this conference a success.

Thank you for joining us at GeoOttawa 2017. I wish you an enjoyable and memorable moment.Mamadou FallConference Chair

GREETINGS FROM THE CHAIR

3GÉOOTTAWA 2017 • 1-4 OCTOBRE 2017 • ONTARIO, CANADA

SALUTATIONS DU PRÉSIDENT DE LA CONFÉRENCEChers participants,

Bienvenue à GéoOttawa 2017, la 70e conférence canadienne de géotechnique et la 12e conférence conjointe SCG/AIH-SNC sur les eaux souterraines. Le comi-té organisateur local et la section Est de l’Ontario de la Société canadienne de géotech-nique sont honorés d’accueillir la conférence de cette année à Ottawa. Ottawa, capitale du Canada, est une ville captivante qui compte plus d’un million d’habitants. Elle est une magnifique ville imprégnée de culture où de nombreux musées et galeries d’envergure in-ternationale présentent des collections nationales stupéfiantes et des expositions spéciales du Canada et du monde entier. Le thème de GéoOttawa 2017 est 70 ans de géotechnique et de géoscience canadiennes pour rappeler aux délégués les nombreuses contributions des praticiens de la géotechnique et de l’hydrogéologie à l’environnement bâti du Canada depuis la fondation de la Société canadienne de géotechnique il y a 70 ans. Le programme de la conférence comprend des séances plénières quotidiennes présentant des conférenciers, suivies de séances techniques et spécialisées, ainsi que des séances de présentation d’affiches. Plus de 400 articles tech-niques seront présentés au cours de 68 séances de présentations orales. Une première pour les conférences de la SCG, des réalisations géotechniques canadiennes seront dévoilées durant le dîner de lundi de GéoOttawa 2017. La conférence de cette an-née donnera également lieu au premier Forum des entrepreneurs en géotechnique, intitulé Designer and Contractor Interface in Geotechnical Construction (La construction géotechnique, point de jonction entre concepteurs et entrepreneurs), le lundi matin. Parmi les évènements qui reviennent à la conférence, mentionnons la réception d’accueil le dimanche soir (qui a lieu au salon professionnel affichant complet, où plus de 75 exposants sont prêts à répondre à vos questions sur leurs produits et services), le banquet de remise des prix du lundi soir pour souligner les réalisations d’éminents géotechniciens et géoscientifiques, la soirée à saveur locale le mardi soir au Musée canadien de la guerre, et le toujours très populaire concours GEOpardy pour les étudiants qui aura lieu le mardi après-midi.Tant de gens ont grandement contribué au succès de GéoOttawa 2017 en commençant par les membres du comité organisateur local, qui ont travaillé très fort pour faire de cette conférence un évènement agréable pour tous et pour qui je suis toujours reconnaissant de m’avoir facilité la tâche – merci beaucoup, chers amis! Je tiens également à souligner l’appui considérable de nombreuses entreprises et organisations qui, grâce à leurs géné-reuses contributions financières à titre de commanditaires et d’exposants, ont contribué au succès de cette conférence.

Merci d’être des nôtres pour GéoOttawa 2017. Je vous souhaite un moment agréable et mémorable.Mamadou FallPrésident de la conférence


ORGANIZING COMMITTEE / COMITÉ ORGANISATEUR

Mamadou Fall University of Ottawa / Université d’Ottawa • Chair / Président

Paul Simms Carleton University / Université Carleton • Geotechnical Program Chair / Directeur, Programme géotechnique

Nell van Walsum ADNV Consultants • Hydrogeology Program Chair and IAH-CNC Representative / Directeur, programme hydrogéologique et représentant de l’AIH-SNC

Alireza Ghirian AATech Scientific Inc. • Treasurer and Socials / Trésorier et activités sociales

Gabrielle Marcotte Thurber Engineering • Secretary / Secrétaire

Raymond Haché Stantec • Technical Tour and Short Courses / Visite technique et cours intensifs

Sylvia Dooley Stantec • Technical Tour and Short Courses / Visite technique et cours intensifs

Emily Hopkins SNC-Lavalin • Partner Program / Programme des partenaires

Majid Sartaj University of Ottawa / Université d’Ottawa • Volunteers / Responsable des bénévoles

Jules Sedano University of Ottawa / Université d’Ottawa • Member / Membre

Gordon McRostie Golder Associates • Advisor / Conseiller

Mike Bozozuk Advisor / Conseiller

Tim Law Advisor / Conseiller

Sean Sterling Intera Engineering • IAH-CNC Representative / Représentant de l’AIH-SNC

Wayne Gibson Gibson Group Management Inc. • Conference Manager / Directeur de la conférence

Lisa McJunkin Gibson Group Management Inc. • Conference Administrator / Administratrice de la conférence

The organizing committee thanks Seán Mac Eoin (AECOM) and Kent Bannister (TREK Geotechnical) for attending many meetings of the committee by phone as representatives of the CGS.

Le comité organisateur local remercie Seán Mac Eoin (AECOM) et Kent Bannister (TREK Geotechnical) d’avoir assisté à de nombreuses réunions du comité par téléphone, à titre de représentants de la SCG.


AATECH SCIENTIFIC INC.AATech Scientific Inc. (ASI) has been at the forefront of deep foundations and shoring engineering since 1997 across Canada, the United States, and overseas. Backed by state-of-the-art testing and monitoring systems for foundations and structures, ASI specializes in high complexity deep foundations and shoring design and optimization. ASI Engineers pioneered advanced instrumentation and testing systems with a Master Certification in high-strain testing and were the first Canadian company to provide Bidirectional pile load-ing tests and cross-hole sonic integrity testing of foundation piles.ASI is based in Ottawa, Canada, and provides advanced specialized services worldwide to contractors, geotechnical engineers, and owners. Our strength is in optimizing founda-tions and shoring systems in terms of safety, cost, and construction efficiency.Our lineup of testing services includes:• Static testing of foundation piles, including traditional head-down and bidirectional

testing, with a full range of instrumentation for detailed resistance distribution.• Caliper testing and base inspection testing for drilled shafts.• High-strain dynamic testing of foundation piles (PDA).• Pile integrity testing using low-strain sonic echo (PIT), cross-hole sonic logging (CSL),

and thermal integrity profiling (TIP) with both infrared probe and embedded sensors.• Fully automated geotechnical instrumentation with remote sensing and wireless data transfer.• Ground-penetrating radar (GPR) for soil characterization, vibration monitoring, and

other services.• Calibration of loading systems up to 1,000 tons, at our testing facility in Ottawa, Ontario.• Rental of high-capacity hydraulic lifting systems and load cells for accurate load measurement.

ASI is also active in research and development, resulting in many technical publications. Our engineers stay on top of the evolving industry by adapting new technologies, software, and electronics to advance geotechnical engineering solutions. We are committed to client satisfaction; our ever-growing list of return clients and the extent of our market are a proof of our commitment.

PLATINUM SPONSOR / COMMANDITAIRE PLATINE


ATLANTIC INDUSTRIESAtlantic Industries Limited (AIL) is a leading innovator of engineered infrastructure solutions of interest to geotechnical and hydrogeological practitioners.

Vist-A-Wall MSE Structural Wall Systems Our Vist-A-Wall MSE Structural Wall Systems are fast, flexible and economical solutions for retaining walls and abutments. These historically-proven, cost-effective systems adapt well to curves, angles and steps, and can reach heights of over 30 m. They are available as Precast Panel Walls or Wire Walls.

AIL Geotextile Reinforced Soil (GRS) BridgesOur patented Geotextile Reinforced Soil (GRS) technology ‘puts the dirt to work’. These pre-engineered, open-bottom soil bridges use steel anchor rods to connect a structural plate arch to layers of backfill/geotextile composite and transfer heavy loads into the surrounding GRS mass. Ideal for remote locations, they don’t require concrete footings or pile foundations and can accept a wide range of backfills.

Structural Plate Bridges and TunnelsFrom a small stream crossing to some of the world largest soil steel structures, AIL offers a complete variety of steel and corrosion/abrasion-resistant aluminum solutions to meet the needs of virtually any application and budget.

Efficient infrastructure solutionsBy design, our infrastructure solutions are easy to ship and install with favourable equipment and labour requirements. Our solutions are also environmentally-friendly with reduced manufacturing and shipping energy, minimal site impact, high recycled content and low maintenance requirements.

About AILFounded in 1965, AIL has grown from a small regional pipe manufacturer to a world leader in developing value-engineered infrastructure solutions in corrugated metal structures, prefabricated steel bridges, pipe and drainage systems, MSE retaining walls, and sound barrier walls. Our engineering and manufacturing expertise, innovative products and dependable field service continue to ‘raise the bar’ in the transportation, public works, railway, mining, energy, forestry and development sectors.

Learn more at ail.ca



BGC ENGINEERING INC.BGC Engineering Inc. (BGC) is a consulting firm providing specialist services in applied earth sciences since 1990. Our practice, founded on an appreciation for the impacts of geology on engineered structures, is capable of addressing a broad spectrum of engineering and environmental issues related to development in challenging terrain, with specific emphasis on:• Geotechnical engineering (soil and rock mechanics)• Engineering geology and geohazards• Permafrost and cold regions engineering• Hydrogeology, hydrology, contaminated site assessment and remediation• Mine waste engineering and mine closure planning and design• Geo-environmental engineering and geochemistryBGC offers consulting services to private companies and government agencies, as well as sub-consulting services to prime consultants, in the following industries:Mining Water resourcesOil sands Waste managementPipeline Transportation (road and rail) Forestry Hydroelectric powerBGC’s assignments vary from pre-feasibility level studies and routing evaluations to detailed design, construction inspection, contract management, and independent third-party review. BGC has also coordinated environmental impact statements, and prepared containment and control reports for regulatory authorities.As a complement to our consulting services, BGC operates a state-of-the-art soil and rock testing laboratory, offering a full range of advanced testing services to our clients in the industrial, commercial, mining, and oil and gas sectors.BGC is composed of over 400 professional engineers, geoscientists, technicians and support staff capable of providing a full range of geotechnical and hydrogeological investigation, design, and construction review services worldwide. BGC currently operates from eight Canadian offices in British Columbia, Alberta, Ontario, New Brunswick and Nova Scotia; one US office in Colorado; and one South American office in Chile.Some of BGC’s larger and long-term clients include:Barrick Gold Corp. Aboriginal Affairs & Northern Development Canada BC Hydro HudBay MineralsCanadian National Railway Shell Canada EnergySyncrude Canada TransCanada Pipelines



CONETEC INVESTIGATIONS LTD.ConeTec is a full-service geotechnical, geoenvironmental, and mining site investigation contractor.We provide geophysics, CPTu, in-situ testing, drilling, instrumentation, and final data reporting and analysis services. ConeTec has the largest fleet of modern, purpose built deployment equipment in the industry. All field investigations are performed by specially trained personnel and supported by experienced site investigation professionals in order to provide the highest quality site investigation.We safely solve problems by generating high quality subsurface information used in geotechnical, geoenvironmental, and mining geotechnique. Our team of experts are dedicated to safe, quality, and efficient site investigations using the best people and equipment.ConeTec is proud to partner with Mud Bay Drilling and California Push Technologies as part of the ConeTec family of companies.Since 1972, Mud Bay Drilling has built a strong reputation with clients in the field of geotechnical drilling, environmental drilling, and in-situ testing by providing high quality services in a safe, reliable, and cost effective manner.Mud Bay Drilling has knowledgeable staff who are experienced with geotechnical and environmental sampling and decontamination protocols and the installation of monitor wells, inclinometers, piezometers, geochemical, and water sampling equipment and procedures.With offices in Surrey and Kelowna, British Columbia. Mud Bay Drilling joined the ConeTec family of companies in 2015.Better Information, Better Decisions




KLOHN CRIPPEN BERGER LTD.Klohn Crippen Berger Ltd. (KCB) is an award-winning engineering, geoscience and environmental consulting firm with its head office in Vancouver, and nine offices in other locations in Canada, Australia, Peru and Brazil. Formed in 1951, KCB has a strong culture of quality, health and safety, community engagement and ethics, and over 65 years of developing sustainable solutions for clients in the energy, hydropower, infrastructure, mining and transportation sectors. KCB has participated in some of the largest and most challenging engineering projects in the world, and our engineers and scientists are typically working on projects in over 20 countries. Through our association with Louis Berger, we have access to a resource base of 6,000 employees in more than 50 countries and can respond to local conditions while providing clients with the technical resources and rapid response capabilities of a leading global organization.KCB has a strong reputation for quality work and technical experience in a range of services. Our commitment to excellence is the driving force behind everything we do and, as a result, we are the recipient of multiple awards for major projects and corporate governance. We are committed to sustainability in our business operations and professional services, and we publish our progress in an annual Sustainability Report on www.klohn.com. We strive to balance social, environmental and economic considerations to meet the needs of our clients, the community, our employees and other key stakeholders. Our business is governed using an integrated management system consisting of quality, health and safety, and environment (QHSE) procedures. Our management system, which meets the requirements of the ISO 9001, ISO 14001 and OHSAS 18001 standards, steers our business conduct and the manner in which we undertake our projects. Our QHSE policy includes our goals of fostering quality services, promoting a safe and healthy culture, reducing our environmental impact and committing to sustainability.


MENARD CANADAMenard Canada is a nationally renowned specialty contractor, offering proven expertise in the design and execution of ground improvement and geotechnical solutions since 1971. With offices in Montreal, Vancouver and Toronto, Menard Canada is recognized as a leader and innovator in the Canadian geotechnical construction industry and has been in operation for more than four decades.We pride ourselves on our ability to consistently provide our clients with innovative, high-quality ground improvement solutions for projects of varying size and complexity. We also work with owners and foundation / geotechnical consultants to provide packaged foundation or design-build solutions when suitable for the project.Design & build is a speciality of ours, with our engineers providing the most cost effective solutions to optimize the soil-structure interaction.In 2007, Menard Canada joined the Menard group, a worldwide pioneer in ground improvement foundation solutions.Menard is well-known for several innovations in the ground improvement / foundation industry, which include:1. Invention of the Pressuremeter in 1957,2. Dynamic Compaction in 1965,3. Dynamic Replacement in 1969,4. Menard Vacuum in 19885. Controlled Modulus Columns in 1994.Today, Menard Canada helps owners, engineers and contractors develop and implement tailored geotechnical solutions to each project’s specific requirements. Our inventive solutions are custom-designed to respond to environmental and civil engineering challenges involving soil, structures and ground water.We strive to exceed the expectations of our clients by proposing solutions with high technological value to help improve the performance and durability of each structure.Our goal has been & will always be to bridge the gap between problems & solutions. Our innovative engineers are at your service providing clients with value engineering in all sectors.



NILEX INC.Nilex is celebrating 40 years as a leader in the geosynthetics industry providing innovative solutions to support the unique challenges of civil, resource and environmental construction projects. Our engineered, technically advanced materials and construction techniques are used in road building, Mechanically Stabilized Earth (MSE) solutions for grade changes, erosion and sediment control, water management and containment.Our commitment is to deliver technical, environmental and economic benefit to each customer project. Nilex’s technically superior engineered solutions are proven to deliver greater performance and durability compared to natural construction materials. Our products also greatly reduce the environmental impact of construction projects by protecting surface and ground water and by minimizing the need to mine, process and handle natural aggregate and fill materials. Because of these technical and environmental advantages, Nilex’s solutions save our customers money, time and materials – now and in the future – compared to many conventional construction practices.Established in 1977, Nilex has locations throughout Canada in Edmonton, Calgary, Vancouver, Regina, Saskatoon and Toronto, as well as US locations in Denver, CO and Salt Lake City, UT. With 40 years’ experience, a long-standing commitment to the environment and highly qualified staff, Nilex delivers products and technologies that lessen the environmental impact of a project while providing an economic advantage to our clients. Learn more about Nilex’s capabilities and solutions at www.nilex.com




REINFORCED EARTH COMPANY LTD.Reinforced Earth Company Ltd. (RECo) is a civil engineering company providing worldwide leadership in the design and supply of components for an innovative civil engineering material under the trademark Reinforced Earth. RECo has forged an unrivalled level of expertise and experience in reinforced backfill applications and soil-structure interaction. The Reinforced Earth/Terre Armee (TA) Group is part of the Soils Division of the Soletanche Freyssinet Group. Over the last 50 years, Terre Armée has been setting the gold standard in reinforced earth structures and has played an active role in over 50,000 projects around the world. Reinforced Earth Technology has four main characteristics:• It is a cost and time saving technology.• It has excellent performance in earthquakes.• It is a very adaptable material and can be utilized in a wide range of different applications.• It is reliable - known durability of materials and life span.All Reinforced Earth® technologies are suited to a broad array of structures, including:• Retaining walls• Bridge abutments• Arch bridges In a wide range of engineering applications:• Roads & highways• Railways• Mining• Hydraulic structures• Power

• Commercial facilities• Housing• Environment• Military

Non-traditional applications have been quite varied and are limited only by the designer’s imagination. Retaining structures using Reinforced Earth technology have been numerously applied in municipal, airport or sports facilities.RECo is committed to pursuing a policy of continual improvement in a bid to achieve operational excellence. Sharing skills and knowledge is also an integral part of the company’s philosophy.



STANTECWe’re active members of the communities we serve. That’s why at Stantec, we always design with community in mind. The Stantec community unites approximately 22,000 employees working in over 400 locations across 6 continents. We collaborate across disciplines and industries to bring buildings, energy and resource, environmental, water, and infrastructure projects to life. Our geotechnical engineers and material specialists take on complex site conditions to transform communities and ensure that the infrastructure people rely on are built on solid ground. Our geotechnical practice is also complimented by the broad scope of Stantec’s work – engineering, architecture, interior design, landscape architecture, surveying, environmental sciences, construction services, project management, and project economics. From initial project concept and planning through to design, construction, commissioning, maintenance, decommissioning, and remediation – our work begins at the intersection of community, creativity, and client relationships. Our local strength, knowledge, and relationships, coupled with our world-class expertise, have allowed us to go anywhere to meet our clients’ needs in more creative and personalized ways. With a long-term commitment to the people and places we serve, Stantec has the unique ability to connect to projects on a personal level and advance the quality of life in communities across the globe. Stantec trades on the TSX and the NYSE under the symbol STN. Visit us at stantec.com or find us on social media.



THURBER ENGINEERING LTD.Thurber Engineering Ltd. is an employee-owned, Canadian consulting firm with offices in British Columbia, Alberta, Saskatchewan and Ontario. Our regional diversity gives us specialized knowledge of the various and complex geological and environmental conditions across Canada. Founded in 1957, the company has grown steadily to a staff of approximately 350 people. Please visit our web site at www.thurber.ca.Thurber provides a full range of geotechnical, environmental and construction materials engineering and testing services in a broad range of sectors including transportation, buildings, infrastructure, industrial and commercial. Our work consists of site investigation, field testing and professional expertise in foundations, slope stability, embankment design, tunneling, retaining walls and pavement design. As well, we offer specialized knowledge and experience in earthquake geotechnique, geo-hazards, pile load testing, embankments on soft soils, dams, oil sands tailings and trenchless technology. Thurber operates well-equipped soils and material testing laboratories which maintain certification in accordance with CCIL and various provincial standards. Our engineers and technologists provide consulting for the selection and design of construction materials to achieve or increase the design service life of structural components. In addition, we provide in-place condition evaluation services to determine conformance of construction procedures and materials to project specifications and good construction practices. We also provide internal review of all test results and provide engineering advice as needed to maintain a high quality of service. Our success is attributed to the hard working, innovative group of people who come to work every day excited to take on new challenges and we constantly seek out new team members who work with integrity and fit our corporate culture. Thurber’s strategic plan aims to achieve integrated collaboration, mentorship and sustainability. After 60 strong years in the industry, we are excited to take what we’ve learned and move confidently into the future.



TREK GEOTECHNICAL INC.TREK Geotechnical Inc. (TREK) is a Manitoba-owned company that has an established reputation as a leading geotechnical and foundation engineering consultant in the Winnipeg area, the Province of Manitoba and various other Provinces including Canada’s north. The Water Resource Department at TREK was established in June 2017 and will be expanded through the acquisition of Bruce Harding Consulting Ltd beginning in August 2017. Since our inception in 2010, TREK has grown from three founding partners to an ownership team of 6 practicing engineers, and a staff of nearly 30 employees including registered engineers, engineering interns, technicians and support staff. TREK’s key clients include commercial and industrial developers, engineering consultants and public infrastructure and power generation agencies. Our guiding principle of offering technically sound, balanced engineering with a focus on long-term client relationships has been the foundation of our success. Our core geotechnical services involve sub-surface investigations, soil and aggregate laboratory testing, slope stability and settlement analysis, foundation design and load testing, riverbank and slope stabilization design and contract administration. Our focus on every project is to obtain quality sub-surface data to adequately quantify geotechnical uncertainty and risk, as necessary based on the scale and complexity of the project. For example, we have expanded our services to include dynamic foundation load testing using the Pile Driving Analyzer ® (PDA) to measure the variability of driven pile capacities.With the launch of our Water Resource Engineering group and the acquisition of Bruce Harding Consulting, our leadership team comprises a combined 50 years of water resource engineering services in the specialized areas of hydrologic analysis, hydraulic design and assessment, erosion and sedimentation control, environmental mitigation and fish passage and habitat protection design.


GHDGHD is one of the world’s leading professional services companies operating in the global mar-kets of water, energy and resources, environment, property and buildings, and transportation. Privately owned by our people, GHD provides engineering, environmental, and construc-tion services to private and public sector clients across five continents and the Pacific re-gion. Focused on creating lasting community benefit, our connected global network of 8500 people delivers projects with high standards of safety, quality, and ethics. Join our team. Committed to the success of our clients and the communities in which we operate, we have an ongoing requirement for high-caliber professionals to join our con-nected global network. www.ghd.com

WSPWSP is one of the world’s leading professional services consulting firms. Dedicated to our local communities and propelled by international brainpower, we are technical experts and strategic advisors including engineers, project managers, and environmental specialists, to name a few. With over 7,500 talented people across Canada and 36,000 globally, we design and engineer lasting solution that will help societies grow for generations to come.

WSP est l’une des plus grandes firmes de service-conseil professionnel au monde. Nous sommes entièrement dévoués envers nos communautés locales, tout en étant mus par notre génie international. Nous sommes des conseillers stratégiques, ce qui inclut des ingénieurs, des gestionnaires de projet, des spécialistes en environnement et encore plus. Avec plus de 7 500 employés au Canada et plus de 36 000 mondialement, nous aidons à la croissance des communautés durables pour les prochaines générations.

GOLD SPONSORS / COMMANDITAIRES OR


SNC-LAVALINFounded in 1911, SNC-Lavalin is a global fully integrated professional services and project management company and a major player in the ownership of infrastructure. From offices around the world, SNC-Lavalin’s employees are proud to build what matters. Our teams provide comprehensive end-to-end project solutions – including capital investment, consulting, design, engineering, construction, sustaining capital and operations and maintenance – to clients in oil and gas, mining and metallurgy, infrastructure and power. www.snclavalin.com

BREAK SPONSOR

LANYARDUSB ELECTRONIC PROCEEDINGS

COLOUR NIGHT

GEOPARDY!

AWARDS BANQUET DELEGATE BAG

CONFERENCE APP

LUNCHES

SILVER SPONSOR / COMMANDITAIRE ARGENT

OTHER SPONSORS / AUTRES COMMANDITAIRES


EXHIBITOR FLOOR PLAN / PLANS DES EXPOSANTS


EXHIBITORS / EXPOSANTS

100 Hoskin Scientific Ltd.102 RST Instruments103 Nilex Inc.104 Terrafix Geosynthetics Inc.105 World Sensing106 Solinst Canada Ltd.107 Mine Design Technologies Inc.108 ACE Geosynthetics Inc.109 Multi-Power Products Ltd.110 Aquatech Dewatering Company111 ALS112 Canadian Science Publishing 113 Geosynthetic Systems114 TenCate Mirafi115 BiTech Publishers118 CEMATRIX (Canada) Ltd.120 Major Drilling121 GKM Consultants Inc.123 DHI125 Ontario Geological Survey127 Loadtest Inc.129 Omnimetrix Instruments131 M&L Testing Equipment202 Menard Canada Inc.204 Reinforced Earth Company Ltd.205 ConeTec Investigations206 Mobile Augers and Research Ltd.207 Mud Bay Drilling Ltd.208 Hayward Baker Wick Drains209 Boart Longyear Drilling Services210 Keller Canada / Geo-Foundations211 UniSoft Geotechnical

Solutions Ltd.212 GEO-SLOPE International Ltd.213 Sobek Technologies Inc.214 DST Consulting Engineers Inc.215 Stantec220 Rocscience221 AA Tech Scientific Inc.222 Moretrench

223 Geobrugg North America, LLC224 Pile Dynamics225 Oasys Ltd.226 GEMTEC Limited227 Aquanty Inc.228 Titan Environmental

Containment Ltd.229 Elastizell Canada Inc.230 GSE Environmental231 NAUE Geosynthetics Ltd.303 SoilVision Systems Ltd.304 Golder Associates305 Poly-Mor Canada Inc.306 AGAT Laboratories Ltd.307 Layfield Environmental

Containment308 Maccaferri Canada Ltd.309 GeoSolv Design/Build / Geopier

Foundation Company310 Atlantic Industries Ltd.311 Geotech AB312 Propex GeoSolutions313 Axter Coletanche Inc.314 Texel Technical Materials, Inc.315 Datgel317 Plaxis Americas LLC319 Plasti-Fab Ltd.320 AA Tech Scientific Inc.321 Measurand Inc.322 GENEQ Inc.323 Measurand Inc.324 EBS Geostructural Inc.325 Roctest326 Earthmate Geosynthetics328 Canary Systems, Inc.330 Wille Geotechnik335 Dow Chemical337 Trumer Schutzbauten Canada339 GeoStabilization International

BOOTH Exhibitor BOOTH Exhibitor


EXHIBITOR CORPORATE PROFILES / PROFILS DES SOCIÉTÉS EXPOSANTES

AA TECH SCIENTIFICFounded in 1997, AATech Scientific quickly built strong partnerships with leading researchers in geotechnical engineering in various specialized disciplines in the industry. AATech Scientific is now one of Canada’s leaders in foundation engineering and testing.

ACE GEOSYNTHETICSACE Geosynthetics is the leading manufacturer of geosynthetics in Asia providing integrated, geosynthetic-related products and solutions for worldwide engineering projects including MSE, environmental remediation, erosion control, shoreline protection, coastal structure construction and etc.

AGAT LABORATORIES LTD.AGAT Laboratories is a highly specialized, Canadian-based company that provides laboratory services worldwide. Our scientists are highly skilled and specialized in the fields of chemistry, biochemistry, microbiology, geology, engineering and specialty analysis.

ALSALS performs routine and specialty analytical testing, including complex projects requiring analysis of large numbers of samples, difficult matrices, and low-level detection. ALS has developed systems for analysis of sediment, tissue, aqueous and soil samples.

APS ANTRIEBS-, PRÜF- UND STEUERTECHNIK GMBH (WILLE GEOTECHNIK)APS GmbH (Wille Geotechnik®) develops soil and rock testing systems for industry and research. Renowned for the highest quality standards, we offer a full range of conventional and customized products and the experience to deliver highly unique solutions.

AQUANTY INC.Aquanty Inc., a hydrological science and research spin-off company from the University of Waterloo, was founded in 2012 by the key developers of HydroGeoSphere and provides cutting edge hydrogeological computer modelling software and services.


AQUATECH DEWATERING COMPANYAquatech Dewatering Company is a specialized union contractor providing 24/7 full turn-key construction dewatering, bypass pumping, discharge filtration systems, remote monitoring, and permitting in full compliance with all regulatory requirements.

ATLANTIC INDUSTRIES LTD.Atlantic Industries Limited (AIL) – AIL is a leader in the design and manufacture of retaining wall and abutment solutions.Their historically-proven and cost-effective Vist-A-Wall MSE Structural Wall Systems are suitable for a wide variety of MSE applications. For more information about AIL’s products and services, visit ail.ca

AXTER COLETANCHE INC.Axter Coletanche Inc. distributes the Coletanche® bituminous geomembrane #1 waterproofing for civil engineering structures. The optimal solution in environmental protection, hydraulics and transportation applications, manufactured in a controlled environment that offers a composite quality system.

BITECH PUBLISHERSBiTech Publishers specializes in the production and distribution of Geotechnical News and related texts. The company has produced Geotechnical News a quarterly magazine for the CGS since 1983). Come and chat to us at Booth Number 115.

BOART LONGYEAR DRILLING SERVICESEstablished in 1890, Boart Longyear is the world’s leading provider of drilling services for mining companies. It also has a substantial presence in energy, mine dewatering, oil sands exploration and production drilling.

CANADIAN SCIENCE PUBLISHING (CGJ)The Canadian Geotechnical Journal has been published since 1963. This monthly journal features articles, notes, and discussions related to new developments in geotechnical and geoenvironmental engineering, and applied sciences.



CANARY SYSTEMS, INC.Operating out of its new base in Montréal, Canary Systems provides cost-effective state-of-the-art data collection and information systems to a broad market range, including civil engineering, geotechnical engineering, mining, environmental, meteorological, and more. This includes instrumentation selection, system architecture, hardware and software development, database development and web online data access systems.

CEMATRIX (CANADA) LTD.CEMATRIX (Canada) Inc. provides onsite production of lightweight cellular concrete for geotechnical applications requiring lightweight fill, insulation, void fill or grout; including roads, foundations, tunnels, retaining structures, embankment and abutment backfill; and MSE panel backfill.

CONETEC INVESTIGATIONS ConeTec is a full-service geotechnical and environmental site investigation contractor. We safely solve problems by utilizing the best people and equipment to generate high quality subsurface information used in geotechnical, environmental, and mining geotechnique.

DATGELDatgel are experts in gINT with a 12 years track record delivering gINT Add-in software like the CPT Tool, DGD Tool, and high-quality geotechnical data management solutions.

DHIDHI is a recognized leader in the development and application of technology solutions for hydroinformatics and water modelling. Our water modelling software tools include FEFLOW – for advanced 3D saturated and unsaturated groundwater flow and contaminant transport modelling using a fully unstructured mesh; and MIKE SHE – for integrated surface water and groundwater hydrology and hydraulics.



DOW CHEMICALAt Dow Building Solutions, we give you the technologies and expertise to deliver high-performance buildings. From foundation to attic, our line of insulations, air sealants and weatherization products deliver energy efficiency, durability and long-term comfort.

DST CONSULTING ENGINEERS INC.DST is a multidisciplinary engineering consulting firm specializing in providing cost effective and timely solutions. Our team of professionals emphasize quality of service, design excellence, cost control and attention to the needs of each client.

EARTHMATE GEOSYNTHETICS10 years’ experience in Canada;Qualified geogrids with CE mark;Asphalt reinforcement geocomposite supplier;For a bright future of the earth.

EBS GEOSTRUCTURAL INC.EBS Geostructural is a design-build deep foundation construction company specializing in the design and installation of helical piles, micropiles and specialty shoring for commercial, industrial, institutional, and residential clients. Visit www.ebsgeo.com for more information.

ELASTIZELL CANADA INC.Elastizell EF low density cellular concrete for engineered fill solutions.Applications include; weight reducing fills, lateral pressure reducing backfill for retaining walls and bridge abutments, road-base support, soil stabilization, void fills, foundation mats, cellular grouting pipes and tunnels.

GEMTEC LIMITEDWhether you are building on it, or digging through it, GEMTEC knows the ground.Since 1986, GEMTEC has grown from a small New Brunswick geotechnical engineering, materials testing and environmental engineering firm into a leading multidisciplinary company with offices across Eastern and Atlantic Canada.



GENEQ INC.GENEQ inc. is a leading Canadian supplier of material testing equipment, environmental monitoring and sampling equipment, surveying equipment and GPS systems.

GEOBRUGG NORTH AMERICA, LLC Geobrugg are geohazard mitigation experts, protecting people and infrastructure. We develop and produce netting and mesh made from high-tensile steel wire for complete protection against rockfall, loose soil slopes, landslides, debris flow and avalanches.

GEO-SLOPE INTERNATIONAL LTD.GEO-SLOPE has been developing state-of-the-art software for geotechnical and geo-environmental modeling since 1977 for small engineering firms, large multi-national corporations, government agencies, regulatory commissions and universities from our head office in Calgary, Alberta, Canada.

GEOSOLV DESIGN/BUILD / GEOPIER FOUNDATION COMPANY GeoSolv pioneered ground improvement in Ontario/Canada, designing and installing Innovative Foundation Solutions™. Canadian owned and operated, GeoSolv controls soil risk on projects, providing cost and time saving alternatives to dig-replace or deep-foundations for structurally challenging soils.

GEOSTABILIZATION INTERNATIONALGeoStabilization’s focus on bringing new technologies to the geohazard repair industry reduces project time, cost, and also minimizes environmental impact. Our geotechnical engineering staff focuses on the most efficient use of component materials and maximize installation speed while minimizing site disturbance.

GEOSYNTHETIC SYSTEMSGeosynthetic Systems is a family owned, B2B wholesale distributor of soil management products. With nearly 4 decades of experience and an unequaled range of geosynthetic and related products, we have the technical expertise to advise you on which solutions are right for your project.



GEOTECH AB, INGENJÖRSFIRMANGeotech is a world-leading producer of vane testing systems and CPT with wireless data transmission from the probe. Cable CPTU with seismic or electric conductivity adapters on request. Geotech is a pioneer in automated pore pressure monitoring.

GKM CONSULTANTS INC.GKM Consultants is anchored by a vast knowledge and expertise in monitoring solutions for mining, civil engineering, energy and environmental sectors. GKM offers geotechnical and structural instrumentation, customizes, integrates and commissions data acquisition systems.

GOLDER ASSOCIATESWith over 55 years of experience in geotechnical engineering, Golder has a valued reputation for developing sustainable design and construction solutions. Join our leaders’ technical presentations, where they share practical experience and case studies.

GSE ENVIRONMENTALGSE Environmental is a global manufacturer of custom-fit geosynthetic lining solutions, products and services used in the containment and management of solids, liquids, and gases. Visit www.gseworld.com to learn more.

HAYWARD BAKER WICK DRAINSHayward Baker is North America’s leader in geotechnical solutions annually ranked by Engineering News-Record (ENR) magazine #1 in foundation construction. HBI is part of the connected companies of Keller, a multinational organization providing geotechnical construction solutions throughout the world.

HOSKIN SCIENTIFIC LIMITEDFor over seventy years Hoskin Scientific has been a supplier of testing and monitoring instrumentation to the Canadian market. Our Materials Testing Group offers testing equipment for geotechnical, mining, asphalt, aggregates, concrete, cement and petroleum applications.



KELLER CANADA / GEO-FOUNDATIONSKeller Canada and Geo-Foundations are uniting as Keller. One name, one team, one vision: to be the leading geotechnical construction provider in Canada.

LAYFIELD ENVIRONMENTAL CONTAINMENTLayfields products & services include geomembranes, floating covers, and specialty geosynthetics.We provide you with single source accountability through our combined abilities to manufacture, fabricate, install and service.

LOADTEST INC.Fugro Loadtest provides foundation design and construction certainty through focused risk management with O-Cell® bi-directional load testing, SoniCaliper® real-time excavation inspection, Cross-Hole Sonic logging, Thermal Integrity Profiling (TIP), and RIM-Cell® proof loading of production foundation performance.

M&L TESTING EQUIPMENTM & L Testing Equipment was established in 1960 with locations in Alberta and Ontario and specializes in the supply and service of quality control materials testing equipment for field and laboratory use.

MACCAFERRI CANADA LTD.Maccaferri is a leader in environmental solutions: Maccaferri’s expertise includes solutions in retaining wall systems, reinforcement of steep slopes, embankments, drainage systems, geosynthetics for basal and soft soils improvement, rockfall mitigation, and soil erosion control.

MAJOR DRILLINGMajor Drilling Group International Inc. is one of the world’s largest drilling services companies primarily serving the mining industry. Established in 1980, Major Drilling has over 1,000 years of combined drilling experience with its management team alone.



MEASURAND INC.Measurand designs and manufactures ShapeArray, a 3D shape-sensing automated instrument that measures deformation in tunnels, slopes, dams, and other civil structures. Measurand is the industry standard for real-time 3D geotechnical and structural deformation monitoring, with over 88,000 m of ShapeArray installed worldwide.

MENARD CANADAMenard Canada, previously known as Geopac, is renowned for its design and execution of soil improvement and geotechnical solutions. With over four decades of distinguished ground improvement experience, Menard offers technical expertise throughout each phase of project development. Menard Canada’s solutions are specialized in techniques and extensive in applications.

MINE DESIGN TECHNOLOGIES INC.MDT specializes in geotechnical instrumentation and long-term battery-powered wireless data acquisition for mining and civil applications. Using the MineHop wireless network by Newtrax for all underground applications, and the LS-G6 system by Worldsensing for surface and tunneling applications, MDT is a world leader in this field.

MOBILE AUGERS AND RESEARCH LTD.Mobile Augers and Research Ltd. is a leading geotechnical / environmental site investigation firm, providing a full range of professional series, including sonic, limited-access, auger, rotary/coring, held-portable and horizontal drilling. Outstanding service you can rely on.

MORETRENCHMoretrench specializes in design/build and turnkey geotechnical solutions for challenging construction requirements and subsurface conditions. These services are available nationwide through offices in New Jersey, New York, Florida, Louisiana, Massachusetts, Pennsylvania, Maryland and Iowa.



MUD BAY DRILLING (2015) LTD.Since 1972, Mud Bay Drilling has built a strong reputation with our clients in geotechnical drilling, environmental drilling and in-situ testing by providing high quality services in a timely, reliable, and cost effective manner.

MULTI-POWER PRODUCTS LTD.Multi-Power is a Canadian based manufacturer of drilling equipment. With a focus on compact, portable equipment, MPP manufacturers a line of track and truck mounted geotechnical drills as well as track mounted and helicopter portable sonic drills.

NAUE GEOSYNTHETICS LTD.NAUE - a specialist full service geosynthetic manufacturer in business since 1967. Of particular success in Canada have been our ground engineering solutions with Secugrid® and Combigrid® geogrids. We also offer a free design service.

NILEX INC.Nilex provides engineered, technically advanced geosynthetic materials and construction techniques for use in road building, Mechanically Stabilized Earth solutions for grade changes, erosion and sediment control, water management and containment.

OASYS LTD.Oasys is a leading developer of geotechnical software and has a long-standing reputation for providing high quality products and unrivalled support. We are part of Arup Group and our software allows engineers to solve the most complex design problems.

OMNIMETRIX INSTRUMENTSVJ Tech from UK is our partner on the Canadian market. We carry a full line of product for soil and rock mechanics.Geotechnical testing systems:• Static and dynamic

triaxial systems• Shear testing• Consolidation system• Large automated direct

shear system

• Resilient modulus system• Bender element systems• Pressure and volume

controllers• Clisp studio software

modules, etc.



ONTARIO GEOLOGICAL SURVEYThe Ontario Geological Survey (OGS) carries out field-based investigations to characterize the earth’s resources, supporting decisions on land-use, minerals, energy and groundwater. As the steward of Ontario’s public geoscience information, the OGS provides free public access.

PILE DYNAMICS, INC.Pile Dynamics, Inc. is the world’s leading developer and manufacturer of quality assurance testing systems for the deep foundations industry. Since 1972, it has been expanding its state of the art QA systems.

PLASTI-FAB LTD.Plasti-Fab® manufactures EPS geofoam products for geotechnical engineering applications. EPS geofoam products are available with a range of compressive resistance for uses such as highway construction, insulating structures and reducing stresses on underlying or adjoining soils/structures.

PLAXIS AMERICAS LLCPLAXIS is industry-leading software for design and analysis in geotechnical engineering. PLAXIS is unique as it combines versatility, sophistication, and user-friendliness. PLAXIS 2D and PLAXIS 3D have special modules for dynamics, flow, and thermal modeling.

POLY-MOR CANADA INC.POLY-MOR employs a number expanding polymer resin systems to (a) Void-Fill; (b) Slab-Lift; (c) Stabilize weak base soils; (d) Leak-Seal; (e) Thermal Reinforced Polymer bases; (f ) Retro-Fit hollow core block walls against seismic activity.

PROPEX GEOSOLUTIONSPropex GeoSolutions is a global leader in manufacturing geosynthetic and erosion control solutions. Our diverse portfolio of products helps build and rebuild key infrastructure across the globe. Visit www.propexglobal.com to learn more.



REINFORCED EARTHReinforced Earth Company Ltd. (RECo) is a civil engineering company providing worldwide leadership in the design and supply of components for an innovative civil engineering. RECo has forged an unrivalled level of expertise and experience in reinforced backfill applications and soil-structure interaction.

ROCSCIENCERocscience is a leading developer of 2D and 3D geotechnical software for the modeling and analysis of rock and soil. Our programs are used across civil and mining applications by 7,000 customers around the globe.

ROCTESTFounded in 1967, Roctest is a leading developer and manufacturer of measurement and sensing technologies designed for fundamental as well as complex civil and industrial engineering applications.

RST INSTRUMENTSFounded in 1977, RST Instruments Ltd. is a world leader in the design, manufacturing and sale of innovative geotechnical, environmental and structural monitoring instruments for major dams, mines, tunnels, pipelines, bridges and buildings.

SOBEK TECHNOLOGIESSobek Technologies offers Geotec - a geotechnical software allowing infinite possibilities for the exploration, design and construction phases of a project - including the production of logs, laboratory tests results, profile views, 3D modeling and quantity calculation.

SOILVISION SYSTEMS LTD.SoilVision Systems Ltd. is a rapidly growing company with next generation geotechnical and hydrogeological software seeing widespread adoption on a global scale.



SOLINST CANADA LTD.In business for over 40 years, Solinst is dedicated to providing clients with high quality groundwater and surface water monitoring instrumentation. The product line features: Leveloggers®, Water Level Meters, Drive-Points, Groundwater Samplers, and Multilevel Systems.

STANTECStantec unites approximately 22,000 employees in over 400 locations. Our geotechnical specialists ensure the communities we serve are built on solid ground. That’s why at Stantec, we always design with community in mind.

TENCATE MIRAFITenCate Geosynthetics is the global leader in geosynthetics. Our geogrids and geotextiles are engineered with advanced application knowledge to meet project specifications for transportation construction, mechanically stabilized earth, erosion control, and water and waste management.

TERRAFIX GEOSYNTHETICS INC.Terrafix Geosynthetics Inc is a manufacturer and distributor of Geosynthetics products. We specialize in Erosion and Sediment Control, MSE walls and Slopes, Subgrade improvement, Storm water Management and Geosynthetic Clay Liners. Visit www.terrafixgeo.com

TEXEL TECHNICAL MATERIALS, INC.The largest Canadian geotextile manufacturer and a major player in the North-American market, Texel has succeeded in developing and maintaining its leadership as a manufacturer, distributor and installer of geosynthetic solutions since 1967. Texel offers an expertise covering the full spectrum of geosynthetic solutions.

TITAN ENVIRONMENTAL CONTAINMENT LTD.Titan specializes in the supply and installation of high-quality geosynthetics. From geomembranes to geotextiles and geogrids, we provide innovative, cost-effective solutions to help clients save money, reduce risk, and minimize impact on the environment.



TRUMER SCHUTZBAUTEN CANADATRUMER is a world leader in geohazard mitigation for rockfall, debris flow, avalanche and slope stabilisation. From slope mesh to massive barriers, we protect life, buildings and infrastructure where failure is not an option.

UNISOFT GEOTECHNICAL SOLUTIONS INC.UniSoft GS is the publisher of UniSettle 4.0 and UniPile 5.0 software.UniSettle 4.0: To assist engineers in performing stress and settlement calculations involving complex load combinations and site conditions.UniPile 5.0: For the analysis of piles according to various design methods. UniPile considers bearing capacity, pile group settlement, negative skin friction, drag load, and much more.

WORLDSENSINGWorldsensing provide customers with the tools to make the right operational decisions based on real-time intelligence. We use wireless sensor technology and real-time software solutions. Our insights enable operators to understand the performance of distributed infrastructure, make predictions, improve efficiency and prevent disasters.



SHAW CENTRE FLOOR PLANS / PLANS DES ÉTAGES

55 Promenade Du Colonel By Drive Ottawa, ON K1N 9J2

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LEVEL 2



LEVEL 3

LEVEL 4


Monday October 2, 2017 / Lundi 2 octobre 2017

Time Exhibitor / Exposant Title / Titre

10:45 - 11:00 Reinforced Earth

11:00 - 11:15 Menard Canada

11:15 - 11:30 Oasys Ltd. Boring Information Modelling – using BIM for tunnels

11:30 - 11:45 AA Tech Scientific Inc. Non-destructive Pile Testing: Methods and Implications

11:45 - 12:00 Rocscience Using Support Elements in Slide

13:45 - 14:00 GKM Consultants Inc. GKM Consultants – Sound and Vibration Monitoring at Victoria Street Bridge, Kitchener Ontario

14:00 - 14:15 SoilVision Systems Ltd. 3D Seepage and Slope Stability Analysis of a Site Similar to Oroville Dam

14:15 - 14:30 NAUE Geosynthetics Ltd. Validation of Performance of Geosynthetic Reinforced Unpaved Roads on Soft Subgrades

14:30 - 14:45 Sobek Technologies Geotec: The power of a Database Driven Software in Geotechnical Engineering

14:45 - 15:00 Maccaferri Canada Ltd. Basal Reinforcement - Rapid bridge replace-ment on Highway 417 / Kent Street, Ottawa

15:00 - 15:15 Plaxis Americas LLC Latest Developments in PLAXIS

15:45 - 16:00 Geotech AB GEOTECH NOVA: The modular system for CPTU, Seismic and Vane Testing

16:00 - 16:15 Loadtest Inc. Managing Deep Foundation Risk with Loadtest Technology

16:15 - 16:30 Solinst Canada Ltd. Compact Simple Telemetry for Water Level and Conductivity Dataloggers

16:30 - 16:45 GeoStabilization International

16:45 - 17:00 Measurand Inc. Introducing SAAV: Measurand’s Most Advanced ShapeArray

17:00 - 17:15 Titan Environmental Exciting Times for New Geosynthetic Containment Ltd. Products in Canada

EXHIBITOR PRESENTATIONS / PRÉSENTATIONS DES EXPOSANTS


Tuesday October 3, 2017 / Mardi 3 octobre 2017

Time Exhibitor / Exposant Title / Titre

10:30 - 10:45 GeoSolv Design/Build / Innovative Ground Reinforcement Geopier Foundation for Poor Soils Company

10:45 - 11:00 DST Consulting A Road Map for Success: DST and 20 Engineers Inc. Years of Consulting Engineering in the

Nation’s Capital

11:00 - 11:15 Plasti-Fab EPS Geofoam Products for Geotechnical Engineering Applications

11:15 - 11:30 Canary Systems Inc. Benefits of Data Integration and Instrument Automation

11:30 - 11:45 Layfield Environmental Long Term Performance Testing of High Containment Temperature Resistant Geomembrane

11:45 - 12:00 UniSoft Geotechnical UniSettle and UniPile: Software for Solutions Ltd. Foundation Design and Analysis

EXHIBITOR PRESENTATIONS / PRÉSENTATIONS DES EXPOSANTS


All events will take place at the Shaw Centre unless otherwise noted.

Sunday, October 1, 2017Short Courses:

• Geotechnical Engineering for Trenchless Technology Projects, 8:30 - 16:30 (Room 106)• Liquefaction Analysis & Seismic Remediation of Dams, 8:30 - 16:30 (Room 104)• Advanced Construction Dewatering, 8:30 - 12:00 (Room 103)• Fundamentals of Aquifer Test Interpretation, 13:00 - 16:30 (Room 103)

Workshop: • Research in the Geotechnical and Geoscience Fields: Tools and Tips to Improve the

Sector’s Performance, 13:00 - 16:30 (Room 105)

Delegate Registration: 8:00 - 19:30 (Rideau Canal Atrium, 2nd Floor) Icebreaker & Exhibitor Reception in Trade Show Hall: 17:00 - 19:30 (Canada Hall 1, 3rd Floor)

Monday, October 2, 2017Delegate Registration: 7:00 - 19:00 (Rideau Canal Atrium, 2nd Floor)

Monday Speakers’ Breakfast: 7:00 - 8:00 (Room 205)

Trade Show: 10:15 - 18:45 (Canada Hall 1, 3rd Floor)

Exhibitor Presentations: 10:45 - 17:15 (Canada Hall 1, 3rd Floor)

Opening Plenary Session: 8:00 - 10:15 (Canada Hall 2, 3rd Floor)• Opening and Welcoming Remarks • R.M. Hardy Keynote Address: Dr. Richard Bathurst, Royal Military College of

Canada – Load and Resistance Factor Design and Calibration for Simple Soil-Structure Limit States in MSE Walls

• 2017 Darcy Lecture: Dr. Kamini Singha, Colorado School of Mines – A Tale of Two Porosities: Exploring Why Contaminant Transport Doesn’t Always Behave the Way It Should

Monday AM Technical Sessions: 10:45 - 12:00 • Mining - Hard Rock I (Room 201)• Unsaturated Soils I (Room 202)• Remote Sensing (Room 203)• Theoretical Soil Mechanics (Room 204)• Quantitative Remediation (Room 205)• GeoContractor Panel (Room 206)• General Hydrogeology I (Room 207)• Sustainable Geotechnics (Room 208)

Monday Conference Luncheon: 12:00 - 13:45 (Canada Hall 2, 3rd Floor)• Canadian Geotechnical Achievements 2017

Monday PM1 Technical Sessions: 13:45 - 15:15• Mining - Hard Rock II (Room 201)

CONFERENCE PROGRAM AND TIMETABLEAs of September 18, 2017.


À moins d’indication contraire, tous les événements se dérouleront au Centre Shaw.

Dimanche 1 octobre 2017Cours intensifs :

• La géotechnique pour les projets de technologie sans tranchée, 8 h 30 - 16 h 30 (Salle 106)• L’analyse de la liquéfaction et la réhabilitation sismique de barrages, 8 h 30 - 16 h 30 (Salle 104)• L’assèchement avancé aux fins de construction, 8 h 30 - 12 h (Salle 103)• Les principes de base de l’interprétation de l’essai de nappe, 13 h - 16 h 30 (Salle 103)

Atelier: • La recherche dans les domaines de la géotechnique et de la géoscience : outils et

mconseils pour améliorer la performance du secteur, 13 h - 16 h 30 (Salle 105)

Inscription des délégués: 8 h - 19 h 30 (Atrium Canal Rideau, 2e étage)Réception d’accueil des exposants : 17 h - 19 h 30 (Salle du Canada 1, 3e étage)

Lundi 2 octobre 2017Inscription des délégués: 7 h - 19 h (Atrium Canal Rideau, 2e étage)

Petit déjeuner des conférenciers du lundi: 7 h - 8 h (Salle 205)

Salon professionnel: 10 h - 18 h 45 (Salle du Canada 1, 3e étage)

Présentations des exposants : 10 h 45 – 17 h 15 (Salle du Canada 1, 3e étage)

Plénière d’ouverture: 8 h - 10 h 15 (Salle du Canada 2, 3e étage)• Mot d’ouverture• Conférence d’honneur R.M. Hardy : Dr Richard Bathurst, Royal Military College of

Canada – Étalonnage et calcul des coefficients de résistance et de charge aux états limites de structures du sol simples pour des murs de soutènement stabilisés mécaniquement

• Conférence Darcy 2017: Dre Kamini Singha, Colorado School of Mines – L’histoire de deux porosités : examiner pourquoi le transport des contaminants ne s’effectue pas toujours comme il le devrait

Sessions techniques du lundi matin : 10 h 45 - 12 h (midi)• Exploitation minière – Roche dure I (Salle 201)• Sols non saturés I (Salle 202)• Télédétection (Salle 203)• Mécanique des sols théorique (Salle 204)• Assainissement quantitatif (Salle 205)• Forum des “ GeoContractors ” (Salle 206)• Hydrogéologie générale I (Salle 207)• Géotechnique durable (Salle 208)

Déjeuner de la conférence: 12 h (midi) - 13 h 45 (Salle du Canada 2, 3e étage)• Réalisations géotechniques canadiennes marquantes 2017

Sessions techniques du lundi après-midi : 13 h 45 - 15 h 15• Exploitation minière – Roche dure II (Salle 201)• Sols non saturés II (Salle 202)

PROGRAMME ET HORAIRE DE LA CONFÉRENCE


• Unsaturated Soils II (Room 202)• Reliability and Risk I (Room 203)• Experimental Soil Mechanics I - Element Tests (Room 204)• Groundwater and Resources I (Room 205)• Cold Regions I (Room 206)• General Hydrogeology II (Room 207)• Geohazards I -Transportation Geotechnics/Pipelines (Room 208)

Monday PM2 Technical Sessions: 15:45 - 17:15• Mining - Underground and Backfill (Room 201)• Dams and Embankments (Room 202)• Reliability and Risk II (Room 203)• Field Investigation I - CPT, Geophysics, etc. (Room 204)• Groundwater and Resources II (Room 205)• Cold Regions II (Room 206)• Mining / Oil and Gas (Room 207)• Geohazards II - Rockslides and Avalanches (Room 208)

CGS Division and Committee Meetings: 17:30 - 18:30• Mining Geotechnique Committee (Room 201)• Geoenvironmental Division (Room 202)• Geosynthetics Division (Room 203)• Soil Mechanics and Foundations Division (Room 204)• Cold Regions Division (Room 206)• Canadian Foundation for Geotechnique AGM (Room 207)• Geohazards Committee (Room 208)• Sustainable Geotechnics Committee (Office 2D)

IAH-CNC Annual General Meeting: 17:30 - 18:30 (Room 205)

CGS / IAH-CNC Awards Banquet: 18:15 - 22:00• Cocktail Reception: 18:15 - 19:00 (Canada Hall 1, 3rd Floor)• Dinner and Award Presentations: 19:00 - 22:00 (Canada Hall 2, 3rd Floor)

Tuesday, October 3, 2017Delegate Registration: 7:00 - 18:00 (Rideau Canal Atrium, 2nd Floor)

Tuesday Speakers’ Breakfast: 7:00 - 8:00 (Room 205)

Trade Show: 10:00 - 16:00 (Canada Hall 1, 3rd Floor)

Exhibitor Presentations: 10:30 - 12:00 (Canada Hall 1, 3rd Floor)

Tuesday Plenary Session: 8:00 - 10:00 (Canada Hall 2, 3rd Floor)• CGS Lecture: Dr. Greg Brooks, Natural Resources Canada – Prehistoric Sensitive

Clay Landslides and Earthquakes in the Ottawa Valley• Hydrogeology Lecture: Mark Jensen, Nuclear Waste Management Organization –

Radioactive Waste Management in Canada: The Role of Geosciences• Geotechnical Lecture: Robert Blair – Refinements in Bedrock Geology

Understanding of Downtown Ottawa

CONFERENCE PROGRAM AND TIMETABLE


• Fiabilité et risque I (Salle 203)• Mécanique des sols expérimentale I – Essais d’élément (Salle 204)• Eaux souterraines et ressources I (Salle 205)• Régions froides I (Salle 206)• Hydrogéologie générale II (Salle 207)• Géorisques I – Géotechnique des transports/Pipelines (Salle 208)

Sessions techniques du lundi après-midi : 15 h 45 - 17 h 15• Exploitation minière – Souterrain et remblai (Salle 201)• Barrages et remblais (Salle 202)• Fiabilité et risque II (Salle 203)• Analyse sur le terrain I – Essai de pénétration au cône (CPT), géophysique, etc. (Salle 204)• Eaux souterraines et ressources II (Salle 205)• Régions froides II (Salle 206)• Exploitation minière – Pétrole et gaz (Salle 207)• Géorisques II – Éboulements et avalanches (Salle 208)

Réunions des divisions et des comités : 17 h 30 - 18 h 30• Comité sur la géotechnique minière (Salle 201)• Division géoenvironnement (Salle 202)• Division des géosynthétiques (Salle 203)• Division de la mécanique des sols et fondations (Salle 204)• Division de la géotechnique des régions froides (Salle 206)• Fondation canadienne de géotechnique (Salle 207)• Comité sur les géorisques (Salle 208)• Comité sur la géotechnique durable (Office 2D)

IAH-CNC Annual General Meeting : 17 h 30 - 18 h 30 (Salle 205)

Banquet de remise des prix de la SCG et de l’AIH-SNC : 18 h 15 - 22 h • Réception : 18 h 15 -19 h (Salle du Canada 2, 3e étage)• Souper et Remise des prix : 19 h - 22 h (Salle du Canada 2, 3e étage)

Mardi 3 octobre 2017Inscription des délégués : 7 h - 18 h (Atrium Canal Rideau, 2e étage)

Petit déjeuner des conférenciers du mardi : 7 h 15 - 8 h 15 (Salle 205)

Salon professionnel : 10 h - 16 h (Salle du Canada 1, 3e étage)

Présentations des exposants : 10 h 30 – 12 h (Salle du Canada 1, 3e étage)

Plénière du mardi : 8 h 30 - 10 h (Salle du Canada 2, 3e étage)• Conférence de la SCG : Dr Greg Brooks, Natural Resources Canada – Glissements

d’argile sensible et tremblements de terre préhistoriques dans la vallée de l’Outaouais• Conférence hydrogéologie : Mark Jensen, Nuclear Waste Management Organization

– Gestion des déchets radioactifs au Canada : le rôle des géosciences• Conférence géotechnique : Robert Blair – Améliorations à la compréhension de la géologie du

substrat rocheux du centre-ville d’Ottawa



Tuesday AM Technical Sessions: 10:30 - 12:00 • Mining - Oil Sands I (Room 201)• Piles I (Room 202)• Geosynthetics I (Room 203)• Soil Mechanics - Numerical Methods (Room 204)• 2016 Farvolden Lecture (Room 205)• Renewable Energy Geotechnique (Room 206)• Geohazards III - Slope Stability Analysis (Room 208)

CGS Members Luncheon and Annual Business Meeting: 12:00 - 13:45 (Canada Hall 2)

IAH Members Luncheon and 2017 Farvolden Lecture: 12:00 - 13:45 (Trillium Ballroom)

Tuesday PM1 Technical Sessions: 13:45 - 15:15 • Professional Practice Special Session (Room 201)• Piles II (Room 202)• Geosynthetics II (Room 203)• Experimental Soil Mechanics II (Room 204)• Groundwater Contamination and Geothermal (Room 205)• Rock Mechanics I (Room 206)• General Hydrogeology III (Room 207)• Geohazards IV / Transportation Geotechnics I (Room 208)

GEOpardy! Student Competition: 15:15 - 15:45 (Canada Hall 1, 3rd Floor)

Tuesday PM2 Technical Sessions: 15:45 - 17:15• Mining - Oil Sands II (Room 201)• Field Investigation II - CPT, Geophysics, etc. (Room 202)• Transportation Geotechnics II - Roads A (Room 203)• Experimental Soil Mechanics III (Room 204)• Groundwater Contamination (Room 205)• Rock Mechanics II (Room 206)• Source Water Protection (Room 207)• Geohazards V (Room 208)

CGS Division and Committee Meetings: 17:30 - 18:30• Professional Practice Committee (Room 201)• Engineering Geology Division (Room 202)• Transportation Geotechnique Committee (Room 203)• Geotechnical Research Board (Room 204)• Groundwater Division (Room 205)• Rock Mechanics Division (Room 206)• Education Committee (Room 207)• Heritage Committee (Room 208)

Shuttle Service to Local Colour Night: 18:30 - 22:30 (Daly Avenue)Local Colour Night at the Canadian War Museum: 19:00 - 22:00



Sessions techniques du mardi matin : 10 h 30 - 12 h (midi) • Exploitation minière – Sables bitumineux I (Salle 201)• Pieux I (Salle 202)• Géosynthétiques I (Salle 203)• Mécanique des sols – Méthodes numériques (Salle 204)• Conférence Farvolden de l’AIH-SNC 2016(Salle 205)• Géotechnique de l’énergie renouvelable Salle 206)• Géorisques III – Analyse de la stabilité des pentes (Salle 208)

Déjeuner d’affaires annuel de la SCG : 12 h (midi) - 13 h 45 (Salle du Canada 2, 3e étage)

Déjeuner et Conférence Farvolden de l’AIH-SNC 2017: 12 h (midi) - 13 h 45 (Salle de bal Trillium)

Sessions techniques du mardi après-midi : 13 h 45 - 15 h 15• Séance spéciale sur la pratique professionnelle (Salle 201)• Pieux II (Salle 202)• Géosynthétiques II (Salle 203)• Mécanique des sols expérimentale II (Salle 204)• Contamination des eaux souterraines et géothermie (Salle 205)• Mécanique des roches I (Salle 206)• Hydrogéologie générale III (Salle 207)• Géorisques IV – Géotechnique des transports I (Salle 208)

Concours “ GEOpardy ” pour les étudiants : 15 h 15 - 15 h 45 (Salle du Canada 1, 3e étage)

Sessions techniques du mardi après-midi: 15 h 45 - 17 h 15• Exploitation minière – Sables bitumineux II (Salle 201)• Analyse sur le terrain II – Essai de pénétration au cône (CPT), géophysique, etc. (Salle 202)• Géotechnique des transports II – Routes A (Salle 203)• Mécanique des sols expérimentale III (Salle 204)• Contamination des eaux souterraines (Salle 205)• Mécanique des roches II (Salle 206)• Protection de l’eau de source (Salle 207)• Géorisques V (Salle 208)

Réunions des divisions et des comités : 17 h 30 - 18 h 30• Comité sur les pratiques professionnelles (Salle 201)• Division de la géologie de l’ingénieur (Salle 202)• Comité sur la géotechnique des transports (Salle 203)• Conseil de recherche en géotechnique (Salle 204)• Division des eaux souterraines (Salle 205)• Division de la mécanique des roches (Salle 206)• Comité sur l’éducation (Salle 207)• Comité sur le Patrimoine (Salle 208)

Le service de navette : 18 h 30 - 22 h 30 (Avenue Daly)Soirée à saveur locale au Musée canadien de la guerre: 19 h - 22 h



Wednesday, October 4, 2017Delegate Registration: 7:00 - 15:00 (Rideau Canal Atrium, 2nd Floor)

Wednesday Speakers’ Breakfast: 7:30 - 8:30 (Room 205)

Wednesday Plenary Session: 8:30 - 10:00 (Canada Hall 2, 3rd Floor)• CGS Colloquium: Dr. Michael Hendry, University of Alberta –

The geotechnical assessment of railway infrastructure reliability• CGS Graduate Student Lecture: Zhong Han, University of Ottawa –

Modeling stiffness and shear strength of unsaturated soils

Wednesday AM Technical Sessions: 10:30 - 12:00 • Rock Mechanics III (Room 201)• Soil Amendments (Room 202)• Transportation Geotechnics III - Roads B (Room 203)• Field Cases I (Room 204)• Cold Regions Hydrogeology I (Room 205)• Geoenvironmental I (Room 206)• EcoSystem and Climate Change (Room 207)• Landslides in Sensitive Clay (Room 208)

R.F. Legget Award Luncheon and IAH-CNC Toth Awards: 12:00 - 13:45 (Canada Hall 2, 3rd Floor)

Wednesday PM1 Technical Sessions: 13:45 - 15:15 • Mining - Reclamation and Covers I (Room 201)• Tunnelling and Deep Excavations (Room 202)• Transportation Geotechnics IV - Railways & Pipelines (Room 203)• Field Cases II (Room 204)• Cold Regions Hydrogeology II / Public Consultation (Room 205)• Geoenvironmental II (Room 206)• Radioactive Waste (Room 207)• Seismiscity and Sensitive Clay (Room 208)

Wednesday PM2 Technical Sessions: 15:30 - 17:00 • Mining - Reclamation and Covers II (Room 201)• Innovative Foundation Systems (Room 202)• Transportation Geotechnics V (Room 203)• Field Cases III (Room 204)• Nuclear Waste Disposal (Room 206)• Seismiscity (Room 208)

Closing Ceremonies: 17:00 - 17:30 (Canada Hall 2, 3rd Floor)



Mercredi 4 octobre 2017Inscription des délégués: 7 h - 15 h (Atrium Canal Rideau, 2e étage)

Petit déjeuner des conférenciers du mercredi : 7 h 30 - 8 h 30 (Salle 205)

Plénière du mercredi : 8 h 30 - 10 h (Salle du Canada 2, 3e étage)• Colloquium de la SCG : Dr. Michael Hendry, University of Alberta – L’évaluation

géotechnique de la fiabilité de l’infrastructure ferroviaire• Conférence d’un étudiant gradué de la SCG : Zhong Han, University of Ottawa –

Modeling stiffness and shear strength of unsaturated soils

Sessions techniques du mercredi matin: 10 h 30 - 12 h (midi)• Mécanique des roches III (Salle 201)• Amendements du sol (Salle 202)• Géotechnique des transports III – Routes B (Salle 203)• Cas de terrain I (Salle 204)• Hydrogéologie des régions froides I (Salle 205)• Géoenvironnement I (Salle 206)• Écosystème et changements climatiques (Salle 207)• Glissements de terrain dans l’argile sensible (Salle 208)

R.F. Legget Award Luncheon et IAH-CNC Tóth Awards 12 h (midi) - 13 h 45 (Salle du Canada 2, 3e étage)

Sessions techniques du mercredi après-midi: 13 h 45 - 15 h 15• Exploitation minière – Restauration et recouvrements I (Salle 201)• Creusement de tunnels et excavations profondes (Salle 202)• Géotechnique des transports IV – Chemins de fer et pipelines (Salle 203)• Cas de terrain II (Salle 204)• Hydrogéologie des régions froides II – Consultation publique (Salle 205)• Géoenvironnement II (Salle 206)• Déchets radioactifs (Salle 207)• Sismicité et argile sensible (Salle 208)

Sessions techniques du mercredi après-midi : 15 h 30 - 17 h • Exploitation minière – Restauration et recouvrements II (Salle 201)• Systèmes de fondation novateurs (Salle 202)• Géotechnique des transports V (Salle 203)• Cas de terrain III (Salle 204)• Stockage des déchets nucléaires (Salle 206)• Sismicité (Salle 208)

Cérémonie de clôture de la conférence : 17 h - 17 h 30 (Salle du Canada 2, 3e étage)


GEOOTTAWA • OCTOBER 1-4 2017 • ONTARIO, CANADA

MONDAY PROGRAM “AT A GLANCE” PROGRAMME TECHNIQUE DE LUNDI

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GÉOOTTAWA 2017 • 1-4 OCTOBRE 2017 • ONTARIO, CANADA


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196

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369

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198

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11

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mod

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226

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bora

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uns

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si

lty s

and

199

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of

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676

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788

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un

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oct

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20

17

51



52

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Ro

om

20

8R

oo

m 2

06

Ro

om

20

5R

oo

m 2

07

Exp

erim

enta

l S

oil

Mec

han

ics

I -

Ele

men

t Tes

ts(p

p 8

6 -

88

)

Un

satu

rate

d S

oils

II(p

p 8

9 -

91

)M

inin

g -

Har

d R

ock

II

(pp

92

- 9

4)

Rel

iab

ilit

y an

d R

isk

I(p

p 9

5 -

97

)

Geo

haz

ard

s I

-Tra

nsp

ort

atio

n

Geo

tech

nic

s/P

ipel

ines

(pp

98

- 1

00

)

Co

ld R

egio

ns

I(p

p 1

01

- 1

03

)

Gro

un

dw

ater

an

d

Res

ou

rces

I(p

p 1

03

-10

5)

Gen

eral

Hyd

rog

eolo

gy

II(p

p 1

06

- 1

08

)

13

:45

- 1

4:0

0

211

- Va

riat

ion

of

lique

fact

ion

pote

ntia

l cu

rves

in C

TX a

nd T

xSS

test

s

179

- Ex

perim

enta

l mod

el

to in

vest

igat

e th

e ax

ial

forc

e-di

spla

cem

ent

beha

vior

of a

pipe

line

in

an u

nsat

urat

ed s

andy

soi

l

832

- Pr

elim

inar

y as

sess

men

t of

tai

lings

pu

lp t

hick

enin

g us

ing

recy

cled

sup

er

abso

rben

t po

lym

ers

158

- Pr

obab

ilist

ic

anal

ysis

of

cohe

sive

-fr

ictio

nal s

lope

s us

ing

the

RLE

M (

circ

ular

and

co

n-ci

rcul

ar)

and

the

RFE

M

160

- Ass

essi

ng a

nd

Mon

itoring

the

Im

pact

s of

Ver

y Slo

w M

ovin

g D

eep-

Sea

ted

Land

slid

es o

n Pi

pelin

es

139

- M

odel

ing

of

Ther

mal

Per

form

ance

of

Fou

ndat

ion

Wal

ls in

a

Col

d Clim

ate

294

- Ass

essi

ng F

luid

Com

patib

ility

in

Inje

ctio

n an

d W

ater

M

anag

emen

t Sch

emes

142

- U

sing

Pet

rel t

o in

tegr

ate

geop

hysi

cal

data

sets

for

inve

stig

atin

g th

e th

ree-

dim

ensi

onal

hy

dros

trat

igra

phic

ar

chite

ctur

e of

a b

urie

d va

lley

netw

ork

14

:00

- 1

4:1

5

346

- Ef

fect

of

moi

st

tam

ping

wat

er c

onte

nt

on t

he s

hear

str

engt

h of

soi

l

190

- M

odifi

ed s

hear

de

form

atio

n m

etho

d fo

r an

alyz

ing

the

load

-di

spla

cem

ent

resp

onse

of

a s

ingl

e pi

le in

ex

pans

ive

soil

upon

in

filtr

atio

n

840

- A s

emi-

empi

rica

l m

odel

for

the

for

mul

atio

n of

cem

ente

d pa

ste

back

fills

acc

ordi

ng t

o th

eir

pote

ntia

l pre

dict

ed

com

pres

sive

str

engt

h

317

- Sta

tistic

al

Ana

lysi

s of

Des

ign

Met

hods

for

the

Axi

al

Cap

acity

of

Sin

gle

Pile

in

Ont

ario

Soi

ls

195

- La

ndsl

ides

Trigg

ered

by

Ext

rem

e Clim

atic

Ev

ents

: A C

ase

Stu

dy o

f th

e Clo

sure

of th

e Can

adia

n Pa

cific

Mai

nlin

e Tr

ack

near

Ken

mar

e, N

D

216

- An

expe

rim

enta

l st

udy

of p

erm

afro

st

rest

orat

ion

unde

r th

e se

ism

ic li

ne in

the

wet

land

-do

min

ated

zon

e of

di

scon

tinuo

us p

erm

afro

st,

Nor

thw

est

Terr

itories

, Can

ada

781

- App

licat

ion

of F

ast-

Ort

hogo

nal-

Sea

rch

Mod

ellin

g Te

chni

ques

for

Sim

ulat

ion

of S

alin

ity in

G

roun

dwat

er in

the

Vic

inity

of D

elto

na,

FL

262

- In

vest

igat

ing

Reg

iona

l Gro

undw

ater

Fl

ow I

nflu

ence

s on

Slo

pe S

tabi

lity

in

Unl

ithifi

ed M

ater

ials

14

:15

- 1

4:3

0

465

- Ef

fect

of

freq

uenc

y, s

trai

n ra

tio

and

spec

imen

pr

epar

atio

n on

por

e pr

essu

re g

ener

atio

n of

a

silty

soi

l at

Sor

el

235

- Shr

inka

ge C

urve

Ev

alua

tion

usin

g a

3D

scan

ner

880

- Th

e in

fluen

ce o

f su

lpha

te c

onte

nt o

n th

e re

activ

ity o

f ce

men

ted

past

e ba

ckfil

l

430

- Pr

obab

ilist

ic

Ana

lysi

s of

Fro

st D

epth

an

d Adf

reez

e Str

ess

for

Pile

Des

ign

399

- Th

e us

e of

ai

rbor

ne L

iDAR in

un

ders

tand

ing

grou

nd

haza

rds

for

larg

e pi

pelin

e ne

twor

ks

286

- She

ar S

tren

gth

of S

oils

und

er F

roze

n an

d Th

awed

Con

ditio

ns

usin

g a

Larg

e D

irec

t She

ar B

ox

260

- Év

alua

tion

du

régi

me

québ

écoi

s de

pr

élèv

emen

ts d

’eau

so

uter

rain

e :

est-

il du

rabl

e so

us s

a fo

rme

actu

elle

?

331

- Cha

ract

eriz

atio

n of

uns

atur

ated

hy

drau

lic p

rope

rtie

s fo

r so

ils u

sed

in L

ow

Impa

ct D

evel

opm

ent

14

:30

- 1

4:4

5

575

- D

irec

t Sim

ple

She

ar a

nd T

riax

ial

Com

pres

sion

Tes

ts o

n D

ense

Sili

ca S

and

at

Low

Eff

ectiv

e Str

ess

275

- Res

idua

l She

ar

Str

engt

h of

U

nsat

urat

ed S

oils

337

- Con

trol

ling

wat

er

infil

trat

ion

in w

aste

ro

ck p

iles:

Des

ign,

co

nstr

uctio

n, a

nd

mon

itoring

of

a la

rge-

scal

e in

-situ

pilo

t te

st

pile

441

- Ef

fect

iven

ess

of B

low

-Cou

nt t

o Ass

ess

the

Ser

vice

abili

ty R

elia

bilit

y of

a

Hig

h-Spe

ed T

rain

Pile

d Fo

unda

tion

Gen

naro

Esp

osito

She

ll Pr

ojec

t an

d En

gine

erin

g Ser

vice

s, C

alga

ry,

AB,

Can

ada

447

- Ex

amin

atio

n of

bu

ried

cor

ruga

ted

met

al c

ulve

rt f

ailu

re

mec

hani

sms

usin

g fin

ite e

lem

ents

m

etho

ds

396

- In

fras

truc

ture

Fr

ost

Prot

ectio

n U

sing

Rig

id P

last

ic F

oam

In

sula

tion

– H

isto

ry,

Engi

neer

ing

Prin

cipl

es

and

Cas

e H

isto

ry

Valid

atio

n

797

- Reg

iona

l-sc

ale

map

ping

of bu

ried

, su

rfac

e-co

nnec

ted,

kar

stic

gr

ound

wat

er s

yste

ms

usin

g di

ssol

ved

CO

2-O

2 in

gr

ound

wat

er

356

- H

ydra

ulic

pr

oper

ties

for

Dev

on

silt

cons

ider

ing

volu

me

chan

ge d

urin

g dr

ying

14

:45

- 1

5:0

0

604

- La

bora

tory

-bas

ed

asse

ssm

ent

of

lique

fact

ion

pote

ntia

l of

sand

y so

ils u

sing

TxS

S

and

P-RAT

dat

a

291

- Ve

rtic

al

defo

rmat

ions

of

com

pact

ed t

ills

during

w

ettin

g

298

- Pr

obab

ilist

ic

Ana

lysi

s of

a T

ailin

gs D

am

usin

g 2D

Com

posi

te

Circu

lar

and

Non

-Circu

lar

Det

erm

inis

tic A

naly

sis,

SRV A

ppro

ach,

and

RLE

M

459

- N

umer

ical

Sha

pe

Fact

ors

for

Fiel

d Pe

rmea

bilit

y Te

sts

in

Unc

onfin

ed A

quife

rs

735

- Ev

alua

tion

of t

he

effe

ct o

f bu

rial

dep

th

and

rain

fall

inte

nsity

on

grou

nd c

ave-

in in

duce

d by

a d

amag

ed s

ewer

pi

pe

716

- Bitu

min

ous

geom

embr

anes

use

d fo

r ex

tend

ing

cold

w

eath

er c

onst

ruct

ion

period

s

461

- H

ydro

dyna

mic

s of

tem

pora

ry w

etla

nds

in C

anad

ian

Shi

eld

fore

st (

Out

aoua

is,

Can

ada)

362

- Rec

over

y of

the

Car

bona

te A

quife

r in

th

e D

ownt

own

Win

nipe

g Are

a an

d th

e Im

pact

on

Geo

tech

nica

l Pro

ject

s

15

:00

- 1

5:1

5

752

- U

se o

f T x

SS t

est

for

asse

ssm

ent

of p

ost

seis

mic

beh

avio

ur o

f so

ils

677

- Ef

fect

s of

hy

drau

lic b

alan

ce t

ime

on t

he s

hear

str

engt

h of

an

unsa

tura

ted

gran

ular

soi

l at

variou

s de

nsiti

es

496

- Es

timat

ion

of

Geo

tech

nica

l Pro

pert

ies

of L

each

ed C

oars

e M

ater

ial

862

- Pr

obab

ilist

ic

Sei

smic

Des

ign

of

Geo

tech

nica

l Sys

tem

s

428

- Cen

trifu

ge

Mod

elin

g of

Lat

eral

-Axi

al O

bliq

ue L

oadi

ng

on B

urie

d Pi

pelin

es in

Coh

esio

nles

s Soi

l

554

- M

aint

aini

ng S

tabl

e Ex

cava

tion

Bas

e by

D

epre

ssur

izin

g an

U

nder

lyin

g Con

fined

Art

esia

n Aqu

ifer:

A C

ase

Stu

dy in

Ric

hmon

d H

ill,

Ont

ario

Mo

nd

ay O

cto

ber

2,

20

17

/ L

un

di 2

oct

ob

re 2

01

7



53

Ro

om

20

4R

oo

m 2

02

Ro

om

20

1R

oo

m 2

03

Ro

om

20

8R

oo

m 2

06

Ro

om

20

5R

oo

m

Fiel

d I

nve

stig

atio

n I

-

CP

T,

Geo

ph

ysic

s, e

tc.

(pp

10

8 -

11

1)

Dam

s an

d

Em

ban

kmen

ts

(pp

11

1 -

11

3)

Min

ing

- U

nd

erg

rou

nd

an

d B

ackf

ill

(pp

11

4 -

11

6)

Rel

iab

ilit

y an

d R

isk

II(p

p 1

17

- 1

19

)

Geo

haz

ard

s II

-

Ro

cksl

ides

an

d

Ava

lan

ches

(pp

12

0 -

12

2)

Co

ld R

egio

ns

II(p

p 1

23

- 1

25

)

Gro

un

dw

ater

an

d

Res

ou

rces

II

(pp

12

6 -

12

8)

Min

ing

/ O

il a

nd

Gas

(pp

12

9 -

13

2)

15

:45

- 1

6:0

0

181

- Ve

rific

atio

n an

d N

orm

aliz

atio

n of

M

inia

ture

Con

e Pe

netr

atio

n Te

st

Res

ults

for

Fra

ser

Riv

er

San

d

544

- Sta

bilit

y as

sess

men

t of

agi

ng

eart

h fil

l dam

124

- Cou

pled

the

rmo-

hydr

o-m

echa

nica

l-ch

emic

al m

odel

ing

of

the

geot

echn

ical

re

spon

se o

f ce

men

ted

past

e ba

ckfil

l st

ruct

ures

463

- Ris

k Ass

ocia

ted

with

Hyd

raul

ic F

ract

ure

Hei

ght

Gro

wth

296

- Ev

alua

ting

Roc

kfal

l Haz

ard

on

Sta

wam

us C

hief

, Squ

amis

h, B

ritis

h Col

umbi

a

377

- Fr

ost-

Prot

ecte

d Sha

llow

Fou

ndat

ions

in

Col

d Clim

ates

333

- U

sing

Sou

rce

Wat

er

Prot

ectio

n M

odel

s to

M

anag

e an

Une

xpec

ted

Wat

er S

uppl

y Shu

tdow

n;

A C

ase

Stu

dy fro

m t

he

Reg

ion

of W

ater

loo

300

- Th

e Im

pact

of

Clim

ate

Cha

nge

on t

he P

erfo

rman

ce o

f O

il San

ds R

ecla

mat

ion

Cov

ers:

A C

ompa

riso

n of

Mul

tiple

G

ener

al C

ircu

latio

n M

odel

s an

d Rep

rese

ntat

ive

Con

cent

ratio

n Pa

thw

ays

16

:00

- 1

6:1

5

202

- Sta

tistic

al

corr

elat

ions

bet

wee

n un

drai

ned

shea

r st

reng

th

(CU

) an

d bo

th S

PT-

N

valu

e an

d ne

t lim

it pr

essu

re (

PL)

for

cohe

sive

gl

acia

l till

s

567

- Set

tlem

ent

calc

ulat

ion

and

back

-an

alys

is o

f so

il pr

oper

ties

for

larg

e te

st

emba

nkm

ents

on

soft

cla

y de

posi

ts,

Win

dsor

, O

ntar

io,

Can

ada

178

- An

empi

rica

l an

alyt

ical

sol

utio

n fo

r es

timat

ing

the

elas

tic

stre

sses

aro

und

typi

cal

min

e st

opes

for

the

M

athe

ws-

Potv

in s

tabi

lity

anal

yses

563

- O

ttaw

a Tr

ansi

tway

Roc

k Slo

pe

Ris

k Ass

essm

ent

474

- Vo

lum

e es

timat

ion

of t

he M

ont

Ébou

lé R

ocks

lide

in

Qué

bec,

Can

ada

547

- G

eote

chni

cal

Con

side

ratio

ns for

Ic

eber

g-Pi

pelin

e-Soi

l Im

pact

Eve

nts

Offsh

ore

New

foun

dlan

d

364

- Sou

rce

of

Gro

undw

ater

to

Pum

ped

Wel

l in

Inte

rbed

ded

Qua

tern

ary

Dep

osits

335

- N

umer

ical

ev

alua

tion

of g

rout

ing

scen

ario

s fo

r re

duci

ng

wat

er in

flow

s in

un

derg

roun

d ex

cava

tions

–

Gol

dcor

p’s

Éléo

nore

m

ine

stud

y ca

se

16

:15

- 1

6:3

0

818

- Ex

amin

ing

the

effe

ct o

f so

il st

iffne

ss

on v

ane

shea

r te

st

torq

ue-r

otat

ion

curv

es

761

- Reh

abili

tatin

g H

ardy

Dam

for

Sta

bilit

y an

d See

page

Con

trol

393

- Ana

lytic

al s

olut

ions

of

Gib

son’

s m

odel

for

est

imat

ing

the

pore

wat

er p

ress

ures

in

accr

etin

g de

posi

tion

of

slur

ried

mat

eria

l und

er o

ne-

dim

ensi

onal

sel

f-w

eigh

t co

nsol

idat

ion

590

- Ris

k as

sess

men

t at

out

door

ope

ratin

g sm

all a

rms

rang

es:

A

Can

adia

n ca

se s

tudy

572

- Bre

akin

g N

ew

Gro

und

– U

sing

Fix

ed

Sno

w N

ets

to M

itiga

te

Aval

anch

e Ris

k to

the

Tr

ans-

Can

ada

Hig

hway

551

- In

fluen

ce o

f Sno

w A

ccum

ulat

ion

and

Dra

inag

e on

Roa

d Em

bank

men

t Th

erm

al

Sta

bilit

y

365

- Th

e se

nsiti

vity

of

grou

ndw

ater

rec

harg

e es

timat

es o

n th

e W

ater

loo

Mor

aine

to

rain

gau

ge n

etw

ork

scal

e

218

- See

page

Pa

thw

ays

in H

ydra

ulic

Fr

actu

ring

16

:30

- 1

6:4

5

827

- Id

entif

ying

co

ntra

ctiv

e so

ils b

y CPT

mat

eria

l ind

ex for

flo

w li

quef

actio

n co

ncer

ns

762

- Com

pariso

n of

Pr

edic

ted

and

Mea

sure

d Set

tlem

ents

of

Res

ervo

ir D

ikes

on

Lacu

strine

Cla

ys

622

- Str

ess

Dis

tirbu

tion

Variat

ions

be

twee

n Tw

o an

d Th

ree-

Dim

essi

onal

Ana

lysi

s of

Bak

cfill

ed

Sto

pes

616

- G

uida

nce

for

stee

p cr

eek

haza

rd

miti

gatio

n de

sign

in

Can

ada

720

- Ana

lyse

ci

ném

atiq

ue s

ur

mod

èle

3D s

ous

form

e de

nua

ge d

e po

ints

692

- Soi

l-fr

eezi

ng

char

acte

rist

ic c

urve

of

Toro

nto

Silt

y Cla

y

713

- Reg

iona

l-sc

ale

map

ping

of a

depr

essi

on-

focu

ssed

gro

undw

ater

re

char

ge r

ate

in t

he

prai

rie

land

scap

e of

Alb

erta

229

- H

ydro

geol

ogic

al

char

acte

riza

tion

abov

e tw

o ga

s fie

lds,

Mon

cton

su

b-ba

sin,

sou

ther

n N

ew B

runs

wic

k

16

:45

- 1

7:0

0

722

- Cor

rela

tion

betw

een

conc

rete

pr

oper

ties

and

soni

c w

aves

peed

usi

ng n

on-

dest

ruct

ive

field

tes

ting

proc

edur

es

873

- Sum

mar

y of

a d

rilli

ng

and

larg

e pe

netr

atio

n te

st

prog

ram

to

conf

irm

the

de

nsity

of

soils

sub

ject

ed t

o dy

nam

ic c

ompa

ctio

n fo

r th

e Bay

-Goo

se D

ike

at t

he

Mea

dow

bank

Gol

d Pr

ojec

t in

N

unav

ut,

Can

ada

650

- A c

once

ptua

l an

alyt

ical

sol

utio

n fo

r es

timat

ing

the

shor

t-te

rm

pres

sure

of pa

ste

fill

vary

ing

from

vis

cous

to

liqui

d st

ate,

pla

ced

in

min

e st

opes

833

- A N

ovel

Ass

essm

ent

of

Geo

mec

hani

cal a

nd

Fire

Haz

ard

in O

ffsh

ore

Plat

form

s

766

- G

ame

Engi

ne

Bas

ed R

ockf

all

Mod

ellin

g Te

chni

ques

App

lied

To N

atur

al

Slo

pes

707

- Sm

all-

scal

e ph

ysic

al m

odel

ling

of

ice

shee

ts t

o de

term

ine

effe

ct o

f ic

e th

ickn

ess

on b

earing

cap

acity

786

- H

ydro

geol

ogic

an

alys

is o

f th

e ‘Y

onge

Str

eet’ a

quife

r, so

uth-

cent

ral O

ntar

io:

a m

ulti-

deca

dal p

umpi

ng t

est

297

- A s

tudy

of

aqui

fer

vuln

erab

ility

to

hydr

ocar

bon

deve

lopm

ent

in

sout

hern

New

Bru

nsw

ick

17

:00

- 1

7:1

5

754

- Ef

fect

s of

w

avel

engt

h in

MASW

te

st for

det

ectio

n of

no

n-ho

mog

enei

ty in

m

ediu

m –

labo

rato

ry

expe

rim

enta

l res

ults

227

- Tw

o Cof

ferd

am

Failu

res

– Te

chni

cal

Cau

ses

and

Prof

essi

onal

Pra

ctic

e Im

plic

atio

ns

815

- Cem

ente

d Pa

ste

Bac

kfill

Lab

orat

ory

stud

y: S

ampl

e pr

epar

atio

n ch

alle

nges

236

- Rel

iabi

lity-

base

d an

alys

is o

f en

ergy

pi

les:

a c

ase

stud

y

691

- Clim

ate

chan

ge

and

plan

ning

for

sno

w

aval

anch

es in

tr

ansp

orta

tion

corr

idor

s in

wes

tern

Can

ada

587

- La

bora

tory

in

vest

igat

ions

on

heat

tr

ansf

er o

f co

arse

cr

ushe

d ro

ck m

ater

ials

823

- Col

labo

ratio

n be

twee

n O

ntar

io G

eolo

gica

l Sur

vey,

Con

sulta

nts

and

Mun

icip

al s

taff

re

sults

in d

isco

very

and

de

velo

pmen

t of

a s

afe

and

sust

aina

ble

bedr

ock

grou

ndw

ater

sup

ply

for

the

Tow

n of

She

lbur

ne,

Sou

ther

n O

ntar

io,

Can

ada

747

- A P

ortr

ait

of O

il an

d G

as W

ellb

ore

Leak

age

in

Nor

thea

ster

n Britis

h Col

umbi

a, C

anad

a

Mo

nd

ay O

cto

ber

2,

20

17

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di 2

oct

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oil M

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Nu

mer

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Geo

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Ren

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Geo

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tech

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Gro

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15

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18

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tech

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and

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l 2

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17

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8:

30

Geo

tech

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earc

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Aft

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oon

Bre

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nd

GEO

par

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de

l'ap

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mid

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GÉO

par

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anad

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all 1

Engi

neer

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Geo

logy

D

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ion

Mee

ting

Prof

essi

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Pra

ctic

e Com

mitt

ee M

eetin

g

Tran

spor

tatio

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Com

mitt

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mitt

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roun

dwat

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Educ

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mitt

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54

TUESDAY PROGRAM “AT A GLANCE” PROGRAMME TECHNIQUE DE MARDI



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om

20

4R

oo

m 2

02

Ro

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20

1R

oo

m 2

03

Ro

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20

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m 2

06

Ro

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20

5R

oo

m 2

07

So

il M

ech

anic

s -

Nu

mer

ical

Met

ho

ds

(pp

13

2 -

13

5)

Piles

I(p

p 1

35

- 1

38

)M

inin

g -

Oil S

and

s I

(pp

13

8 -

14

1)

Geo

syn

thet

ics

I(p

p 1

41

- 1

43

)

Geo

haz

ard

s II

I -

Slo

pe

Sta

bilit

y A

nal

ysis

(pp

14

4 -

14

7)

Ren

ewab

le E

ner

gy

Geo

tech

niq

ue

(pp

14

7 -

14

9)

20

16

Far

vold

en

Lect

ure

10

:30

- 1

0:4

573

2 -

Impl

emen

tatio

n of

Nor

San

d in

ABAQ

US

143

- H

elic

al S

crew

Pi

les

Rei

nfor

ced

Gro

uted

Sha

fts

Sei

smic

Pe

rfor

man

ce

289

- Ana

lytic

al

solu

tions

to

eval

uate

th

e ev

olut

ion

of t

he

wat

er t

able

and

por

e w

ater

pre

ssur

e in

st

opes

with

hyd

raul

ic

fill

152

- A T

est

to A

sses

s Er

osio

n th

roug

h a

Geo

mem

bran

e D

efec

t

185

- N

umer

ical

an

alys

is o

f w

ater

m

igra

tion

in a

n un

satu

rate

d lo

ess

slop

e su

bjec

ted

to y

ears

of

irriga

tion

activ

ities

406

- Fi

eld

mon

itoring

an

d an

alys

is o

f an

on

shor

e w

ind

turb

ine

shal

low

fou

ndat

ion

syst

em

10

:45

- 1

1:0

0

347

- N

umer

ical

m

odel

ling

of h

ollo

w

cylin

der

cycl

ic t

orsi

onal

sh

ear

test

s us

ing

the

Nor

San

d so

il m

odel

177

- Cas

e hi

stor

y of

a

high

way

bridg

e –

prob

lem

s w

ith p

ile

supp

orte

d ab

utm

ents

du

e to

late

ral l

oadi

ng

and

dow

ndra

g fo

rces

230

- D

evel

opm

ent

of

Soi

l Fre

ezin

g Cha

ract

eris

tic C

urve

s fo

r Fl

uid

Fine

Tai

lings

us

ing

TDR

164

- Em

pirica

l Sol

utio

ns for

Adv

ectio

n G

as L

eaka

ge fro

m G

MB-

GCL

Com

posi

te L

iner

th

roug

h G

MB D

efec

ts

449

- A F

inite

D

iffer

ence

Stu

dy o

n th

e U

se o

f In

clin

ed

Mic

ropi

les

for

Soi

l Slo

pe S

tabi

lizat

ion

unde

r Sei

smic

Loa

ding

492

- Sui

tabi

lity

of

Brine

Dis

posa

l in

SW

O

ntar

io:

The

Luca

s Fo

rmat

ion

and

the

Cam

bria

n Age

Str

ata

11

:00

- 1

1:1

5

443

- Com

pariso

n of

fin

ite e

lem

ent

and

mat

eria

l poi

nt m

etho

ds

for

slop

e an

alys

is

301

- Lo

ad T

estin

g of

Roc

k Soc

ket

Pile

in

Dow

ntow

n Cal

gary

, Alb

erta

– A

Cas

e Stu

dy

864

- W

ater

Ret

entio

n Cur

ve (

WRC)

mea

sure

men

t m

etho

ds

and

chal

leng

es o

f ha

rd

rock

min

e an

d oi

l san

ds

taili

ngs:

App

licat

ion

to s

oil

cove

r an

d m

ultil

ayer

de

posi

tion

254

- Ef

fect

s of

brine

so

lutio

ns a

nd c

alci

um

chlo

ride

sol

utio

ns o

n so

lutio

n re

tent

ion

capa

city

and

sw

ell

inde

x of

ben

toni

te

594

- Ex

tend

ing

slop

e st

abili

ty a

naly

sis

to

mul

ti-pl

ane

2D a

nd 3

D

limit

equi

librium

ap

proa

ches

131

- A n

ew t

herm

al

resp

onse

tes

t w

ith

heat

ing

cabl

e se

ctio

ns

and

fiber

opt

ic

dist

ribu

ted

tem

pera

ture

m

onito

ring

11

:15

- 1

1:3

0

522

- O

n Th

e Pa

rtic

ulat

e M

odel

ing

Of

Soi

l-Fl

uid

Inte

ract

ion

In G

eote

chni

cal

Engi

neer

ing

342

- In

stru

men

tatio

n M

onito

ring

Pro

gram

to

Mea

sure

the

Mag

nitu

de,

Dis

trib

utio

n an

d Ti

me

Dep

ende

ncy

of D

rag

Load

on

Abu

tmen

t Pi

les:

A

Cas

e Stu

dy

565

- Ev

alua

tion

of

sele

cted

dry

ing

proc

esse

s to

fur

ther

in

crea

se s

olid

s co

nten

t an

d sh

ear

stre

ngth

of

trea

ted

fluid

fin

e ta

iling

s

448

- Ana

lyzi

ng H

DPE

ge

omem

bran

e w

rink

le

over

lyin

g sa

nd

subg

rade

usi

ng a

fin

ite-

disc

rete

ele

men

t fr

amew

ork

394

- In

corp

orat

ion

of

the

spec

tral

pse

udo-

stat

ic p

roce

dure

into

th

e lim

it eq

uilib

rium

sl

ope

stab

ility

sof

twar

e -

SVSLO

PE

360

- Fi

eld

asse

ssm

ent

of a

gro

und

heat

ex

chan

ger

perf

orm

ance

with

a

redu

ced

bore

hole

di

amet

er

11

:30

- 1

1:4

5

600

- D

EM s

imul

atio

n w

ith e

llipt

ical

par

ticle

s fo

r m

icro

-lev

el

geot

echn

ics

sim

ulat

ions

564

- U

tiliz

atio

n of

st

iffne

ss a

djus

tors

for

pi

led

raft

s: a

cas

e st

udy

209

- A N

ew M

etho

d fo

r Rea

l-Tim

e O

ptim

izat

ion

of

Poly

mer

Dos

e an

d D

ewat

erin

g of

Oil

San

ds T

ailin

gs

505

- Red

uctio

n in

G

eom

embr

ane

Sea

m

Oxi

dativ

e In

duct

ion

Tim

e fo

r Age

d W

elds

Pe

rfor

med

at

Vary

ing

Am

bien

t Te

mpe

ratu

res

728

- Slo

pe s

tabi

lity

anal

ysis

of un

satu

rate

d ex

pans

ive

soils

und

er

rain

fall

Infil

trat

ion

usin

g VA

DO

SE/

W a

nd

SLO

PE/W

454

- N

umer

ical

in

vest

igat

ion

of t

he

capa

city

and

se

ttle

men

t of

a t

herm

o-ac

tive

pile

in s

atur

ated

sa

nd

11

:45

- 1

2:0

0

611

- M

ultis

cale

nu

mer

ical

mod

ellin

g of

in

tern

al e

rosi

on w

ith

disc

rete

and

fin

ite

elem

ents

585

- Ana

lytic

al

met

hod

for

the

desi

gn

of s

tabi

lizin

g rigi

d pi

le

in frict

iona

l soi

l

791

- D

esic

catio

n an

d co

nsol

idat

ion

in

mes

osca

le "

dryi

ng b

ox"

test

s on

oil

sand

s ce

ntrifu

ge c

ake

taili

ngs

810

- Str

ess-

base

d m

etho

d fo

r sl

ope

stab

ility

ana

lyse

s w

ith

CO

MSO

L M

ultip

hysi

cs

Tu

esd

ay O

cto

ber

3,

20

17

/ M

ard

i 3

oct

ob

re 2

01

7

Ren

é Le

febv

re

55



Ro

om

20

4R

oo

m 2

02

Ro

om

20

1R

oo

m 2

03

Ro

om

20

8R

oo

m 2

06

Ro

om

20

5R

oo

m 2

07

Exp

erim

enta

l S

oil

Mec

han

ics

II(p

p 1

50

- 1

52

)

Piles

II

(pp

15

3 -

15

5)

Pro

fess

ion

al P

ract

ice

Geo

syn

thet

ics

II(p

p 1

55

- 1

58

)

Geo

haz

ard

s IV

/

Tra

nsp

ort

atio

n

Geo

tech

nic

s I

(pp

15

8 -

16

1)

Ro

ck M

ech

anic

s I

(pp

16

1 -

16

4)

Gro

un

dw

ater

C

on

tam

inat

ion

an

d

Geo

ther

mal

(pp

16

4 -

16

6)

Gen

eral

Hyd

rog

eolo

gy

III

(pp

16

6 -

16

8)

13

:45

- 1

4:0

0

834

- In

fluen

ce o

f sa

mpl

ing

mod

e an

d so

il hu

mid

ity o

n th

e re

prod

ucib

ility

of

part

icle

siz

e di

stribu

tion

681

- La

tera

l Beh

avio

ur

of C

oncr

ete-

Fille

d FR

P Tu

be P

iles

527

- G

eom

embr

ane

stra

ins

and

punc

ture

fr

om t

ire

derive

d ag

greg

ate

over

lyin

g co

mpa

cted

cla

y

188

- Roa

d Rec

onst

ruct

ion

acro

ss

Envi

ronm

enta

lly

Sen

sitiv

e Slo

pes

on

Vanc

ouve

r Is

land

, BC

263

- M

ultip

le F

ailu

re

Sta

te T

riax

ial T

estin

g of

Ani

sotr

opic

Lam

inat

ed

Fine

-Gra

ined

Sed

imen

tary

Roc

ks

220

- Q

ualif

ied

Suc

cess

of

Mon

itore

d N

atur

al

Att

enua

tion

of G

asol

ine

Con

tam

inat

ion

in a

n Ex

trem

ely

Long

Plu

me

223

- W

hat

can

be

lear

nt a

bout

di

sper

sivi

ty fro

m

tran

spor

t ex

perim

ents

in

uns

atur

ated

dou

ble-

poro

sity

soi

ls?

14

:00

- 1

4:1

5

839

- Ph

ysic

al

Mod

ellin

g of

Und

rain

ed

Slo

pe F

ailu

re U

sing

A

Geo

tech

nica

l Cen

trifu

ge

763

- Bid

irec

tiona

l pile

te

stin

g: w

hat

to e

xpec

t

695

- Ev

alua

tion

Of

Key

Fact

ors

Aff

ectin

g G

as L

eaka

ge T

hrou

gh

GM

B-G

CL

Line

r

189

- Pe

rfor

man

ce o

f gr

anul

ar s

hear

key

s fo

r la

ndsl

ide

rem

edia

tion

259

- Cru

shin

g an

d em

bedm

ent

of

prop

pant

s du

ring

hig

h-st

ress

ed r

ock-

prop

pant

in

tera

ctio

n te

st

476

- En

viro

nmen

tal

Impa

cts

of G

eoth

erm

al

Hea

ting

in D

iffer

ent

Can

adia

n Clim

ates

640

- D

eter

min

ing

hydr

ofac

ies

in g

ranu

lar

depo

sits

of

the

Valin

Riv

er p

aleo

delta

in t

he

Sag

uena

y re

gion

, Q

uebe

c

14

:15

- 1

4:3

0

715

- Ph

ysic

al M

odel

ing

of a

Slu

g te

st f

or s

oil

perm

eabi

lity

mea

sure

men

t

769

- N

umer

ical

m

odel

ing

of m

icro

pile

s in

stif

f cl

ay s

ubje

cted

to

com

bine

d lo

adin

g

519

- Ph

ysic

al

Perf

orm

ance

of

a Bitu

min

ous

Geo

mem

bran

e fo

r us

e as

a B

asal

Lin

er in

H

eap

Leac

h Pa

ds

203

- Cas

e Stu

dy o

f La

ndsl

ide

Sta

biliz

atio

n us

ing

She

et P

ile R

ibs

187

- Ev

alua

tion

of u

se o

f st

rain

gau

ges

and

LVD

Ts

for

mea

suring

de

form

atio

n of

roc

k co

re

sam

ples

in u

niax

ial

com

pres

sion

tes

t fo

r el

astic

mod

ulus

de

term

inat

ion

743

- D

evel

opm

ent

of

Geo

ther

mal

Ene

rgy

Res

ourc

es M

aps

for

the

City

of

Win

nipe

g

863

- G

WM

L2:

An

Inte

rnat

iona

l G

roun

dwat

er D

ata

Sta

ndar

d

14

:30

- 1

4:4

5

816

- Th

e ap

pare

nt

unde

rcon

solid

atio

n of

hy

drat

e-be

arin

g fin

e-gr

aine

d se

dim

ents

853

- Sta

tic L

oad-

Test

Pe

rfor

man

ce o

f Cas

t-in

-Pl

ace

Con

cret

e Pi

les

in

the

City

of

Win

nipe

g

748

- Ex

cept

iona

l Lo

ngev

ity o

f Bitu

min

ous

Geo

mem

bran

e Th

roug

h Sev

eral

D

ecad

es o

f Pr

actic

e

767

- H

ighw

ay 6

3:11

Tw

inni

ng N

orth

of

Ath

abas

ca R

iver

Bridg

e in

For

t M

cMur

ray,

Alb

erta

: Pi

nch

Poin

t w

est

pile

Wal

l

439

- W

ettin

g Ef

fect

s of

Wat

er a

nd L

ubrica

nt

Flui

ds o

n D

ynam

ic

Prop

ertie

s of

the

Q

ueen

ston

Sha

le f

rom

Sou

ther

n O

ntar

io

643

- W

ater

and

En

ergy

Flu

xes

during

Fr

eezi

ng a

nd T

haw

ing

in t

he U

nsat

urat

ed

Zone

183

- Év

alua

tion

Tech

nico

-Spa

tiale

du

rése

au

d'in

fras

truc

ture

d'

assa

inis

sem

ent

par

les

SIG

: Q

uart

iers

sou

s éq

uipé

s à

Cas

abla

nca

Sud

-ou

est

(Mar

oc)

14

:45

- 1

5:0

0

868

- Th

e ef

fect

of

wat

er c

onte

nt a

nd

part

icle

siz

e on

the

be

havi

or o

f no

n-en

gine

ered

Mud

rock

ba

ckfil

l mat

eria

ls u

nder

dy

nam

ic lo

ads

902

- D

ynam

ic a

naly

sis

of r

igid

mon

opile

s in

m

ultil

ayer

ed

visc

oela

stic

soi

l

771

- Cas

e Stu

dy:

The

use

of G

eosy

nthe

tics

Insu

late

d Fl

oatin

g Cov

ers

to C

onse

rve

the

Hea

t w

ithin

the

Was

te W

ater

Tr

eatm

ent

Lago

ons

634

- La

ndsl

ides

alo

ng

Valle

y W

alls

of

Qu’

App

elle

Riv

er,

Sas

katc

hew

an

878

- Roc

k m

ass

char

acte

riza

tion

in

Mon

trea

l Isl

and

base

d on

geo

logi

cal f

orm

atio

n

685

- Sec

onda

ry R

ock

Str

uctu

res

With

in

Cla

ysto

ne-R

ich

Cre

tace

ous

Str

ata,

W

illis

ton

Bas

in,

Sas

katc

hew

an,

Can

ada

and

thei

r Im

pact

on

Reg

iona

l Hyd

roge

olog

y

15

:00

- 1

5:1

5

115

- Pa

ram

eter

s Aff

ectin

g th

e D

ynam

ic

Beh

avio

r of

the

M

achi

ne F

ound

atio

ns

468

- N

onlin

ear

mob

iliza

tion

of 3

D

eart

h re

sist

ance

for

im

prov

ed d

esig

n of

so

ldie

r pi

le w

alls

309

- Beh

avio

r of

w

eath

erin

g re

sist

ance

fo

r ge

otex

tile

mat

eria

ls

273

- M

onito

ring

la

ndsl

ide

velo

city

at

Ten

Mile

Slid

e w

ith

grou

nd b

ased

LiD

AR

639

- Ev

alua

tion

of t

he

impa

ct o

f th

e ge

omec

hani

cal f

acto

rs

of t

he K

irst

en’s

inde

x on

the

shi

ftin

g-up

of

rock

mas

s er

odib

ility

cl

ass

787

- H

ydro

geol

ogy

of

the

Gul

l Lak

e Are

a,

East

ern

Man

itoba

, Can

ada

Tu

esd

ay O

cto

ber

3,

20

17

/ M

ard

i 3

oct

ob

re 2

01

7

Expe

rt e

vide

nce

in

Nur

sery

Rhy

mes

: W

hat

to d

o w

hen

your

clie

nt

is t

he b

ig b

ad w

olf

Nei

l Abb

ott

&

Loui

s-Pi

erre

Gré

goire

56


Ro

om

20

4R

oo

m 2

02

Ro

om

20

1R

oo

m 2

03

Ro

om

20

8R

oo

m 2

06

Ro

om

20

5R

oo

m 2

07

Exp

erim

enta

l S

oil

M

ech

anic

s II

I(p

p 1

69

- 1

71

)

Fiel

d I

nve

stig

atio

n I

I -

CP

T,

Geo

ph

ysic

s, e

tc.

(pp

17

1 -

17

4)

Min

ing

- O

il S

and

s II

(pp

17

4 -

17

6)

Tra

nsp

ort

atio

n

Geo

tech

nic

s II

- R

oad

s A

(pp

17

7 -

17

9)

Geo

haz

ard

s V

(pp

18

0 -

18

2)

Ro

ck M

ech

anic

s II

(pp

18

3 -

18

5)

Gro

un

dw

ater

C

on

tam

inat

ion

(pp

18

6 -

18

8)

So

urc

e W

ater

P

rote

ctio

n(p

p 1

89

- 1

91

)

15

:45

- 1

6:0

0

679

- El

ectr

o-O

smos

is

Con

solid

atio

n:

Com

para

tive

Stu

dy

betw

een

Labo

rato

ry

and

Fiel

d Res

ults

669

- Cas

e Stu

dy o

n U

sing

Sei

smic

Con

e Pe

netr

atio

n (S

CPT

u) D

ata

to A

void

a D

eep

Foun

dation

for

a N

ew

Sch

ool i

n Fr

eder

icto

n,

New

Bru

nsw

ick,

Can

ada

744

- Com

pariso

n of

D

ewat

erin

g an

d Con

solid

atio

n Tr

ends

O

btai

ned

From

Lab

orat

ory

Col

umn

Test

s fo

r G

old,

Cop

per

and

Oil-

San

d Ta

iling

s

126

- Pr

eloa

d Tr

eatm

ent

for

Hig

hway

Em

bank

men

ts o

n Sof

t Soi

ls –

A C

ase

His

tory

626

- D

econ

volu

tion

an

alys

is o

f th

e 19

82

Gaz

a (N

ew H

amps

hire

) ea

rthq

uake

161

- A n

ew a

ppro

ach

to a

void

the

sca

le

effe

ct w

hen

pred

icting

th

e sh

ear

stre

ngth

of

larg

e in

situ

disc

ontinu

ity

217

- N

umer

ical

m

odel

ling

of h

ighl

y sa

line

was

tew

ater

di

spos

al in

Nor

thea

st

British

Col

umbi

a

117

- M

anag

ing

wat

er

quan

tity

ris

ks t

hrou

gh

info

rmed

land

use

pl

anni

ng

16

:00

- 1

6:1

5

490

- G

eote

chni

cal

char

acte

riza

tion

of

resi

dual

soi

ls f

rom

ig

neou

s an

d m

etam

orph

ic r

ocks

at

thre

e si

tes

in S

outh

Am

eric

a

147

- Li

quef

action

Ass

essm

ent

by F

ull-

Sca

le V

ibra

tory

Tes

ting

842

- Ass

essm

ent

of

Larg

e-Str

ain

Con

solid

atio

n an

d She

ar S

tren

gth

of

Sat

urat

ed/U

nsat

urat

ed

Flui

d Fi

ne T

ailin

gs

144

- Com

pariso

n be

twee

n AASH

TO a

nd

CH

BD

C D

esig

n M

etho

ds

For

MSE

Ret

aini

ng W

all

and

its

Impl

icat

ions

on

Hig

hway

Inf

rast

ruct

ure

Spe

ndin

g

699

- Pr

obab

ilist

ic

seis

mic

haz

ard

anal

ysis

fo

r D

haka

city

, Ban

glad

esh

162

- A s

tudy

of th

e sc

ale

effe

ct in

fluen

cing

th

e sh

ear

stre

ngth

of a

larg

e na

tura

l di

scon

tinu

ity

327

- G

roun

dwat

er

cont

amin

atio

n in

fr

actu

red

bedr

ock

and

sand

y aq

uife

r en

viro

nmen

ts fro

m

agricu

ltur

al

neon

icot

inoi

d us

e

250

- Suc

cess

fully

he

rdin

g ca

ts:

Impl

emen

tation

of

Sou

rce

Wat

er

Prot

ection

16

:15

- 1

6:3

0

426

- Cre

ep B

ehav

ior

of F

roze

n Le

da C

lay

unde

r Com

bine

d Com

pres

sion

Str

ess

and

Ther

mal

Exp

osur

e

172

- Ev

alua

tion

of Fu

ll D

ispl

acem

ent

Pres

sure

met

er f

or

Geo

tech

nica

l In

vest

igat

ion

in

Sou

ther

n O

ntar

io

861

- In

vest

igat

ion

of

Cre

ep in

Pol

ymer

Am

ende

d O

il San

ds

Taili

ngs

168

- A c

ase

stud

y of

ro

adw

ay e

mba

nkm

ent

desi

gn n

ear

a re

tain

ing

wal

l in

Mon

tréal

269

- Sm

art

Mob

ile

Land

slid

e In

form

atio

n Sys

tem

214

- M

easu

rem

ent

and

mod

elin

g of

str

ess

chan

ges

caus

ed b

y un

derg

roun

d pr

essu

riza

tion

of ga

s

381

- Lo

ng-t

erm

ef

fect

s of

sed

imen

t co

ntam

inat

ion

from

di

lute

d bi

tum

en s

pills

in

gra

vel-

bedd

ed r

iver

s

511

- To

war

ds e

ffec

tive

Fi

rst

Nat

ions

’ Sou

rce

Wat

er P

rote

ctio

n: A

gr

ound

wat

er-f

ocus

ed

stud

y fo

r de

cisi

on-m

akin

g an

d lo

ng-t

erm

pla

nnin

g

16

:30

- 1

6:4

5

239

- Th

e ov

erly

ing

eart

h pr

essu

re o

n an

upl

iftin

g m

etro

tun

nel u

sing

tr

ansp

aren

t cl

ayey

soi

ls

and

part

icle

imag

e ve

loci

met

ry (

PIV)

expe

rim

ent

583

- Cha

ract

eriz

atio

n of

a c

ompl

ex s

oil

foun

dation

858

- M

odel

ling

thix

otro

py a

t sh

ort

and

long

tim

e sc

ales

in

dew

ater

ing

anal

yses

fo

r so

ft s

oil o

r ta

iling

s

180

- Roa

dway

re

cons

truc

tion

usi

ng

light

wei

ght

cellu

lar

conc

rete

ove

r pe

at a

nd

soft

soi

ls

805

- Cor

rela

tion

of

Pore

wat

er P

ress

ure

Res

pons

e to

Tid

al

Cha

nge

in t

he B

ay o

f Fu

ndy

for

CPT

u Ana

lysi

s

295

- In

situ

stre

ss

mea

sure

men

ts a

t th

e Cox

wel

l Byp

ass

Tunn

el

alon

g th

e in

ner

Har

bour

Eas

t an

d Lo

wer

Don

Riv

er,

Toro

nto,

Ont

ario

442

- Spe

ctra

l Ana

lysi

s fo

r Id

entify

ing

Inte

ract

ions

of

Phys

ical

, G

eoch

emic

al,

and

Bio

logi

cal P

roce

sses

Cre

atin

g Con

tam

inat

ed D

rain

ages

at

Min

esites

K.A

. M

orin

Min

esite

Dra

inag

e Ass

essm

ent

Gro

up

(MD

AG

), S

urre

y, B

ritish

Col

umbi

a, C

anad

a

718

- W

ellh

ead

Prot

ection

Are

as for

pu

blic

sup

ply

wel

ls in

Bar

aki,

Alg

iers

, Alg

eria

16

:45

- 1

7:0

0

808

- En

gine

ered

Soi

ls:

Wha

t Are

The

y an

d H

ow a

re T

hey

Use

d In

Can

ada

704

- Ef

fect

of

subs

urfa

ce c

ondi

tion

s on

the

MASW

tes

t re

sults

– ca

se s

tudy

231

- Ea

rly

Wor

ks o

n O

il San

d M

inin

g fr

om a

G

eote

chni

cal

Pers

pect

ive

222

- N

on-i

ntru

sive

ch

arac

teriza

tion

of so

ils

belo

w p

avem

ents

usi

ng

Ray

leig

h w

aves

130

- Asp

ects

re

mar

quab

les

du

sect

eur

ALT

OS D

E LA

ES

TAN

CIA

dan

s la

lo

calit

é de

Ciu

dad

Bol

ivar

, Bog

ota

Col

ombi

e

316

- App

licat

ion

of

LiD

AR t

echn

olog

y fo

r th

e in

vest

igat

ion

of

rock

mas

s re

spon

se t

o bl

asting

480

- Sim

ulat

ion

of

nitr

ate

tran

spor

t in

gr

ound

wat

er fro

m

agricu

ltur

al la

nds

usin

g a

field

-sca

le m

odel

899

- Con

solid

atin

g th

e Va

lue

of O

ntar

io

Drink

ing

Wat

er S

ourc

e Pr

otec

tion

: D

ata

Min

ing

for

Wel

l and

Aqu

ifer

Info

rmat

ion

17

:00

- 1

7:1

5

708

- Ef

fect

of

unce

rtai

ntie

s in

fie

ld

nucl

eode

nsim

eter

dat

a on

es

tim

ated

hyd

raul

ic

cond

uctivi

ty o

f co

mpa

cted

tills

use

d in

ECRD

546

- Es

tim

atin

g H

ydra

ulic

Con

duct

ivity

fr

om S

impl

e Cor

rela

tion

s fo

r Fi

ne

Gra

ined

Soi

ls a

nd

Taili

ngs

234

- Th

e co

nstr

uction

of

the

Tra

nsCan

ada

Hig

hway

17

over

a

swam

p ar

ea

721

- Pr

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240

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517

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clay

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roug

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136

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on w

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inte

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338

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in a

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in N

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420

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g co

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281

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erm

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hydr

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impl

icat

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330

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of

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sses

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ls in

Nov

a Sco

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10

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sock

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a W

inni

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215

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biliz

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G

eom

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n In

nova

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For

m o

f Sod

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Sili

cate

175

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ed m

esh

gene

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for

un

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‘reg

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of in

tere

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543

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cret

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PCPS

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an

Alter

native

to

Urb

an

Pave

men

ts a

nd P

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ovem

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to

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271

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data

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m a

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cla

y la

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site

at

Bre

cken

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sout

hwes

tern

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bec

528

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lysi

s of

flo

w

thro

ugh

a de

fect

in

Geo

mem

bran

e in

a

Larg

e-Sca

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onst

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d App

arat

us

367

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low

ob

serv

atio

ns n

ear

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Tibb

itt

to C

ontw

oyto

W

inte

r Roa

d, N

T

502

- Ass

essm

ent

of

grou

ndw

ater

re

sour

ces

to s

uppo

rt

wild

life

in t

he W

N

atio

nal P

ark,

Nig

er

11

:00

- 1

1:1

5

798

- Con

stru

ctio

n M

onitor

ing

of a

Silo

Str

uctu

re o

ver

45 m

of

Poor

Soi

ls I

nclu

ding

W

ood

Chi

ps in

Sai

nt

John

, N

B

284

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gine

erin

g pr

oper

ties

of

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onto

n st

iff c

lay

trea

ted

with

high

ce

men

t co

nten

t us

ing

undr

aine

d tr

iaxi

al

test

s

243

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e Ev

olut

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of

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Exca

vation

Dam

age

Zon

e of

Tun

nels

in B

ritt

le

Roc

kmas

ses

usin

g a

FEM

/DEM

App

roac

h –

Engi

neer

ing

Geo

logy

Spe

cial

Top

ic

559

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mic

al a

nd

leac

hing

ch

arac

terist

ics

of

resi

due

from

cut

ting

or

nam

enta

l sto

ne for

pa

vem

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appl

icat

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712

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ndsl

ides

in

glac

iom

arin

e se

dim

ents

in a

nd

arou

nd L

akel

se L

ake,

N

orth

wes

tern

British

Col

umbi

a

599

- Pr

edic

ting

the

M

echa

nica

l Beh

avio

ur

of S

olid

Was

te u

sing

N

umer

ical

Met

hods

in

Land

fill A

pplic

atio

ns

418

- Pe

rmaf

rost

and

hy

drog

eolo

gy

inte

ract

ions

: su

barc

tic

Can

adia

n Shi

eld

506

- In

tegr

ated

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ater

Cyc

le

Man

agem

ent

in t

he

Gre

at L

akes

Bas

in

unde

r Cha

ngin

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Con

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s

11

:15

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1:3

0

821

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Dis

tric

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chni

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Inve

stig

atio

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d Fo

unda

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Des

ign

484

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tion

of

the

phys

ical

pro

pert

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of T

DA-s

and

mix

ture

s

312

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tim

ate

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Ove

rall

Prob

abili

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ilure

of Roc

k Slo

pes

Con

side

ring

Mul

tipl

e Fa

ilure

Mec

hani

sms

719

- Es

tim

atin

g th

e va

riat

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of r

esili

ent

mod

ulus

with

moi

stur

e co

nten

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r a

com

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soi

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m

pock

et p

enet

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sults

876

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odel

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of t

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runo

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e Ris

sa

land

slid

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652

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vest

igat

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of

Indu

strial

Sol

id W

aste

Pr

oper

ties

for

Pot

ential

G

eote

chni

cal

App

licat

ions

684

- D

evel

opm

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of a

3D

cry

ohyd

roge

olog

ical

m

odel

of

a sm

all

wat

ersh

ed in

a d

egra

ding

pe

rmaf

rost

env

iron

men

t in

Nun

avik

, Q

uébe

c

589

- In

clud

ing

grou

ndw

ater

dep

ende

nt

ecos

yste

ms

in w

ater

m

anag

emen

t: W

hy it

is

impo

rtan

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d w

hy c

an’t

we

do it

bet

ter?

11

:30

- 1

1:4

5

403

- G

eote

chni

cal

Asp

ects

of th

e To

p-D

own

Des

ign

and

Con

stru

ctio

n of

a

Sin

gle-

span

Hig

hway

Bridg

e

741

- Pi

lot

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st

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Li

ghtly-

Cem

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871

- App

licat

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of

Effe

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trol

Man

agem

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anco

Min

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336

- Ass

essm

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the

seis

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pro

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he C

HBD

C for

CSP

culv

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813

- Fi

nite

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odel

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of

prog

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and

retr

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ilure

of

subm

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opes

for

va

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gle

of

incl

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664

- N

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etho

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pum

ping

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pi

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etric

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mon

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wel

l

494

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cry

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drog

eolo

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odel

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perm

afro

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degr

adat

ion

at

Um

iuja

q, Q

uébe

c Can

ada

655

- Es

tim

atin

g re

char

ge t

o m

ount

aino

us b

edro

ck

aqui

fers

in a

te

mpe

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reg

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– a

mul

ti-m

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ch

11

:45

- 1

2:0

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- Site

char

acte

riza

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of a

sens

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mpl

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Sea

cla

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Bea

uhar

nois

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686

- Fi

nite

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cret

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odel

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Of Ti

me-

Dep

ende

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wel

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Mec

hani

sms

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Sou

ther

n O

ntar

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Sha

les

593

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ustic

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enua

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thr

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Bur

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Wat

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ains

825

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e En

ergy

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uction

Fac

tor

as a

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Situ

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Dat

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umer

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sitive

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617

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essm

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of

Variab

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in t

he S

oil

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plin

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453

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Flow

Mod

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e Th

erm

o-H

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logi

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Beh

avio

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d Ef

fect

of

Clim

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nge

in a

Col

d-Reg

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Cat

chm

ent

in

Nor

ther

n Q

uébe

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anad

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901

- Im

pact

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59



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Geo

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13

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267

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118

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cov

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acid

min

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aina

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248

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biliz

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igh

Rai

lway

Em

bank

men

ts

Dun

das,

Ont

ario

690

- Th

e po

ssib

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of

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grap

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basi

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ge e

ffec

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trigg

erin

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e M

ulgr

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& D

erry

la

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during

the

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s ea

rthq

uake

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uébe

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389

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fluen

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rbon

atio

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re

leas

e of

ars

enic

and

le

ad f

rom

ce

men

titiou

s m

atrice

s

595

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ndw

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of

thi

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322

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cor

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ve

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nton

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14

:00

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659

- Ana

lysi

s of

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ata

of la

rge

scal

e te

st r

ockf

ills

194

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632

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plem

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Exp

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607

- Ef

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and

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ailw

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434

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or

Iden

tific

atio

n of

Pr

econ

solid

atio

n Pr

essu

re f

or

Cha

mpl

ain

Sea

Cla

y U

sing

CRS T

ests

670

- H

isto

rica

l Sam

plin

g of

Dio

xin

and

Fura

n Con

tam

inat

ed

Sed

imen

t fr

om P

ulp

and

Pape

r Ef

fluen

t

244

- D

etec

ting

the

pr

esen

ce o

f lo

caliz

ed

grou

nd w

ater

inpu

ts

into

Hig

h Arc

tic

lake

s

352

- U

pdat

e on

the

G

eosc

ient

ific

Site

Eval

uation

Pro

cess

for

Sitin

g Can

ada’

s D

eep

Geo

logi

cal R

epos

itor

y fo

r U

sed

Nuc

lear

Fue

l

14

:15

- 1

4:3

0

280

- G

eote

chni

cal

Des

ign

Con

side

ration

s fo

r Sei

smic

Ret

rofit

of

Exis

ting

Fou

ndat

ions

268

- Th

e us

e of

D

istr

ibut

ed O

ptic

al

Sen

sing

Tec

hniq

ues

for

Gro

und

Sup

port

; N

ot a

ll Fi

ber

Opt

ic

Met

hods

are

Sim

ilar

727

- Rea

l Tim

e M

onitor

ing

of V

olum

etric

Wat

er C

onte

nt in

Rec

laim

ed M

ine

Was

te

Usi

ng C

one

Pene

trat

ion

– Ti

me

Dom

ain

Ref

lect

omet

ry

176

- Rel

atin

g tr

ain-

indu

ced

dyna

mic

lo

adin

g an

d sl

ope

stab

ility

with

FEM

566

- 'T

he r

ole

of

late

ral s

tres

s co

effic

ient

(K

0) o

n She

ar w

ave

velo

city

co

rrel

atio

ns f

or

Can

adia

n Cla

ys

753

- El

evat

ed

Bac

kgro

und

Met

als

Con

cent

ration

s in

Cha

mpl

ain

Sea

Cla

y -

Ott

awa

Reg

ion

776

- H

isto

rica

l gr

ound

tem

pera

ture

s fr

om t

he C

anad

ian

Arc

tic

674

- G

roun

dwat

er

Tran

spor

t of

Rad

ionu

clid

es in

a

Cry

stal

line

Geo

sphe

re

14

:30

- 1

4:4

5

765

- Ef

fect

s of

fre

eze-

thaw

cyc

les

on e

arth

pr

essu

re a

ctin

g on

sh

orin

g sy

stem

478

- A M

icro

tunn

el

thro

ugh

Cha

mpl

ain

Sea

Cla

y un

der

an

Ott

awa

Hig

hway

O

verp

ass

795

- La

bora

tory

and

fie

ld

stud

y of

oxy

gen

flux

and

hydr

ogeo

logi

cal b

ehav

iour

of

mon

olay

er c

over

s m

ade

of

low

-sul

fide

taili

ngs

com

bine

d w

ith

an e

leva

ted

wat

er t

able

pl

aced

ove

r ac

id-g

ener

atin

g m

ine

taili

ngs

817

- Fi

nite

Ele

men

t Ana

lysi

s of

Uph

eava

l Buc

klin

g of

Sub

mar

ine

Pipe

lines

with

Initia

l Im

perf

ection

774

- Ass

essm

ent

of

the

effe

ct o

f lo

adin

g fr

eque

ncy

on c

yclic

be

havi

our

of s

ensi

tive

cl

ay

800

- Ta

ble

1 in

Pe

rspe

ctiv

e: N

atur

ally

O

ccur

ring

Met

als

in

Fine

-Gra

ined

Cha

mpl

ain

Sea

D

epos

its,

Ott

awa

361

- Pu

blic

Con

sultat

ions

for

the

City

of S

elki

rk W

ater

Sup

ply

807

- Cha

ract

eriz

ing

Geo

sphe

re S

tabi

lity

and

Res

ilien

ce w

ith

Gro

undw

ater

Sys

tem

M

odel

ling

14

:45

- 1

5:0

0

343

- Sof

t gr

ound

co

nsol

idat

ion

of a

ra

ilway

yar

d us

ing

wic

k dr

ains

and

su

rcha

rge

fill

671

- In

nova

tive

G

eote

chni

cal

Inve

stig

atio

n App

roac

h fo

r Yo

rk

Reg

ion

Tunn

elin

g Pr

ojec

t in

Com

plex

G

eolo

gica

l Set

ting

392

- W

irel

ess

mon

itor

ing

of p

ore-

pres

sure

and

de

wat

erin

g ac

tivi

ties

in

the

Aitik

Bol

iden

M

ine

in n

orth

ern

Sw

eden

651

- Pi

pelin

e be

havi

our

subj

ecte

d to

la

rge

grou

nd

mov

emen

t

348

- Com

para

tive

re

view

of co

nsol

idat

ion

test

res

ults

obt

aine

d on

Cha

mpl

ain

Sea

cla

y sa

mpl

es u

sing

the

ASTM

Con

solid

atio

n Te

st

Met

hods

A a

nd B

424

- Bul

k Ex

cava

tion

of

Sat

urat

ed S

oils

in a

n U

rban

Con

text

–

App

licat

ion

of a

Cem

ent-

Ben

toni

te (

CB)

Slu

rryS

uppo

rted

“Pi

ano

Key

” App

roac

h

488

- Con

tras

ting

pub

lic

part

icip

atio

n in

tw

o re

cent

gro

undw

ater

go

vern

ance

initia

tive

s:

insi

ghts

into

pub

lic

opin

ions

abo

ut

grou

ndw

ater

15

:00

- 1

5:1

5

631

- Com

pariso

n be

twee

n m

easu

red

disp

lace

men

ts a

nd

num

eric

al a

naly

sis

in a

39

met

er d

eep

exca

vation

in T

ehra

n

635

- N

umer

ical

Stu

dy

on t

he B

ase

Res

ista

nce

of D

rille

d Sha

fts

in a

Roc

k-Soi

l Tr

ansi

tion

Zon

e

200

- A r

esea

rch

proj

ect

on t

he u

se o

f w

aste

roc

k in

clus

ions

to

impr

ove

the

perf

orm

ance

of

taili

ngs

impo

undm

ents

697

- Cha

ract

eriz

atio

n of

mus

keg

soil

for

pipe

line

inte

grity

mod

ellin

g

349

- La

rge

scal

e te

st

emba

nkm

ents

on

a Cha

mpl

ain

Sea

cla

y de

posi

t in

Bea

uhar

nois

, Q

uébe

c

803

- Th

e U

se o

f O

n-Li

ne D

ocum

ent

Sha

ring

Too

ls f

or

Man

agem

ent

of

Impa

cted

Mat

eria

ls o

n a

Hig

hly

Com

plex

Con

stru

ctio

n Pr

ojec

t

Wed

nes

day

Oct

ob

er 4

, 2

01

7 /

Mer

cred

i 4

oct

ob

re 2

01

7

60



Ro

om

20

4R

oo

m 2

02

Ro

om

20

1R

oo

m 2

03

Ro

om

20

8R

oo

m 2

06

Ro

om

20

5R

oo

m 2

07

Fiel

d C

ases

III

(pp

23

8 -

24

1)

Inn

ova

tive

Fo

un

dat

ion

S

yste

ms

(pp

24

1 -

24

4)

Min

ing

- R

ecla

mat

ion

an

d C

ove

rs I

I(p

p 2

44

- 2

47

)

Tra

nsp

ort

atio

n

Geo

tech

nic

s V

(pp

24

7 -

25

0)

Sei

smis

city

(pp

25

0 -

25

2)

Nu

clea

r W

aste

D

isp

osa

l(p

p 2

53

- 2

54

)

15

:30

- 1

5:4

5

470

- M

odél

isat

ion

num

ériq

ue d

u co

mpo

rtem

ent

d'un

e ex

cava

tion

pro

fond

e da

ns

de l'

argi

le s

urco

nsol

idée

: L'

impa

ct d

u m

odèl

e de

so

l

166

- Fi

eld

inve

stig

atio

n of

ro

ckin

g sh

allo

w

foun

dation

s on

co

hesi

ve s

oil s

ubje

cted

to

late

ral c

yclic

load

s

128

- Cha

ract

eriz

atio

n of

the

Hyd

roge

olog

ical

Pr

oper

ties

of

a San

d La

yer

Plac

ed o

n an

Ex

perim

enta

l Was

te

Roc

k Pi

le

302

- G

eote

chni

cal

grou

nd in

vest

igat

ions

fr

om t

he a

ir –

op

port

unitie

s an

d lim

itat

ions

of ai

rbor

ne

geos

cann

ing

201

- 3D

sen

sitivi

ty

anal

yses

of

the

fact

ors

affe

ctin

g th

e es

tim

atio

n of

the

sm

all-

stra

in s

hear

mod

ulus

fr

om R

C o

utco

mes

224

- M

odel

ling

gas

pref

eren

tial

flo

w in

bu

ffer

mat

eria

ls in

de

ep g

eolo

gica

l re

posi

tories

bas

ed o

n do

uble

-por

osity

conc

ept

15

:45

- 1

6:0

0

270

- Stu

dy o

f cr

eep

effe

cts

in s

ingl

e pi

les

usin

g a

five-

para

met

er

linea

r vi

scoe

last

ic s

oil

mod

el

481

- Fo

unda

tion

Sup

port

of

a 12

-sto

rey

Con

dom

iniu

m U

sing

Rig

id I

nclu

sion

s

167

- An

Ass

essm

ent

of

the

Hyd

roge

olog

ical

Res

pons

e of

the

Flo

w

Con

trol

Lay

er I

nsta

lled

on t

he E

xper

imen

tal

Was

te R

ock

Pile

at

the

Lac

Tio

Min

e

279

- Pe

rfor

man

ce o

f Ste

el B

urie

d Bridg

es

unde

r H

igh

Set

tlem

ent

Con

dition

s-A

Num

eric

al E

valu

atio

n

319

- Va

riat

ion

of t

he

stre

ss r

educ

tion

co

effic

ient

bet

wee

n Ea

ster

n an

d W

este

rn

regi

ons

of N

orth

Am

eric

a

531

- rm

al a

nd s

hear

st

iffne

ss p

rope

rtie

s of

fr

actu

res

and

heal

ed

sedi

men

tary

nod

ular

st

ruct

ure

in t

he

Cob

ourg

lim

esto

ne

16

:00

- 1

6:1

5

683

- D

ynam

ic

resp

onse

of

Tape

red

pile

s un

der

axia

l vi

brat

ions

638

- Ex

perim

enta

l In

vest

igat

ion

of S

oil

Mix

ing

to I

mpr

ove

Cla

yey

Soi

ls in

O

ntar

io:

A C

ase

Stu

dy

354

- D

esig

n,

cons

truc

tion

, an

d pr

elim

inar

y pe

rfor

man

ce

of a

n in

sula

tion

cov

er

with

capi

llary

bar

rier

ef

fect

s at

Mea

dow

bank

m

ine,

Nun

avut

504

- D

esig

n,

cons

truc

tion

&

mon

itor

ing

of a

tw

o-st

age

MSE

wal

l bui

lt w

ith

geos

ynth

etic

rei

nfor

ced

ultr

a-lig

htw

eigh

t fil

l on

com

pres

sibl

e so

ils

446

- M

odul

us

redu

ctio

n an

d da

mpi

ng c

urve

s fo

r so

ils u

nder

sim

ple

shea

r

612

- A g

ener

aliz

ed

rela

tion

ship

for

es

tim

atin

g hi

ghly

co

mpa

cted

ben

toni

te’s

de

gree

of sa

tura

tion

us

ing

elec

tric

al a

nd

ther

mal

res

istivi

ty

16

:15

- 1

6:3

0

790

- Ef

fect

of

pile

he

ad f

ixity

on la

tera

l ca

paci

ty o

f pi

le lo

cate

d at

the

cre

st o

f cl

ay

slop

e

843

- M

icro

pile

s fo

r H

ighw

ay 3

, G

rand

Riv

er B

ridg

e Rep

lace

men

t, C

ayug

a,

Ont

ario

256

- Pe

rfor

man

ce

eval

uation

of co

vers

with

capi

llary

bar

rier

effec

ts

(CCBE)

und

er d

eep

grou

ndw

ater

con

dition

s us

ing

expe

rim

enta

l cel

ls

582

- Fl

exib

le S

lope

Sta

biliz

atio

n In

Cow

icha

n Bay

, BC –

U

sing

A H

igh-

Tens

ile

Ste

el M

esh

To S

tabi

lize

a Ste

ep E

rodi

ng S

oil

Slo

pe

570

- 'U

se o

f sh

ear

wav

e ve

loci

ty t

o as

sess

liq

uefa

ctio

n po

tent

ial o

f si

lty

till

alon

g th

e ne

w

Cha

mpl

ain

Bridg

e Pr

ojec

t Cor

rido

r in

Mon

tréa

l

456

- Te

mpe

ratu

re

effe

cts

on v

olum

e ch

ange

beh

avio

r of

hi

ghly

com

pact

ed G

MZ

bent

onite

in c

yclic

w

etting

-dry

ing

proc

esse

s

16

:30

- 1

6:4

5

182

- Sei

smic

Pe

rfor

man

ce o

f Pi

led

Raf

t Fo

unda

tion

at

Al-

Mad

inah

City

Cen

ter-

Cas

e Stu

dy

184

- Ev

alua

tion

s of

th

e D

epth

of

a Roo

t-Pi

le a

nd a

Cai

sson

Fo

unda

tion

s us

ing

the

Para

llels

eism

ic T

est

404

- Clim

ate

Cha

nge

Impa

cts

on W

ater

Bal

ance

and

Unf

roze

n W

ater

Con

tent

and

The

Im

plic

atio

ns for

Tai

lings

M

anag

emen

t in

Nor

ther

n Can

ada

668

- Ass

essm

ent

of

Ste

el H

-Pile

s Sup

port

ing

Bridg

e Str

uctu

res

Usi

ng

Pile

Int

egrity

Tes

ting

(P

IT)

Uni

t, V

ario

us

Loca

tion

s, N

ew

Bru

nsw

ick,

Can

ada

287

- Lo

cal

Am

plifi

cation

M

easu

rem

ents

of

the

Sei

smic

Mot

ion

in t

he

City

of F

onds

-Par

isie

n (H

aiti)

16

:45

- 1

7:0

0

705

- Fi

eld

perf

orm

ance

of

fully

gr

oute

d pi

ezom

eter

s in

stal

led

in t

he S

aint

-M

arth

e Cla

y de

posi

t,

Qué

bec

891

- Acc

epta

ble

prob

abili

ty o

f ex

cess

ive

defo

rmat

ion

for

deep

urb

an

exca

vation

s

497

- Rai

nfal

l Run

off in

Cov

er S

yste

ms

Des

ign:

Are

Num

eric

al P

redi

ctio

ns

and

Obs

erva

tion

al

Sci

ence

Rec

onci

labl

e?

264

- Im

pact

of

geom

etric

and

perf

orm

ance

gra

de

prop

erties

of ho

t m

ix

asph

alt

de-b

ondi

ng la

yer

on p

erfo

rman

ce o

f un

bond

ed joi

nted

pla

in

conc

rete

ove

rlay

Wed

nes

day

Oct

ob

er 4

, 2

01

7

61


SPECIAL SESSIONS

GeoContractor PanelMonday, October 2, 10:45-12:00Room 206

Join us for the inaugural GeoContractor Panel discussion – GeoConstruction: Opportunities in Specialty Construction – and take part in a lively discussion that will flavour technical exchanges in the conference days ahead. Our four panelists represent diverse experience in specialty con-struction. Come hear their opinions on future technical advancements in geoconstruction and how to facilitate these advancements on your projects. Our panel members will include:

Mark Tigchelaar, President, GeoSolvHubert Guimont, Canada Business Development Manager, Menard CanadaStephen Di Biase, Project Manager, Aquatech DewateringAllen Sehn, Senior Vice President – Engineering, Keller Foundations LLC

Poster PresentationsMonday, October 2, 15:15Parliament Foyer (3rd floor)

Conference posters will be on display from the afternoon break on Monday though to the end of the day on Tuesday. Authors have been asked to be available by their poster to take questions about their research at Monday’s afternoon break and following the last oral breakout session that day.

IAH-CNC Farvolden LecturesTuesday, October 3, 10:30-12:00 and 12:00-13:30Room 205 and Trillium Ballroom

The 2016 and 2017 recipients of the joint IAH-CNC/CGS Farvolden Award have been invited by the IAH-CNC to present lectures at special sessions within the Hydrogeology program. The 2016 recipient, Rene Lefebvre, will present his talk at 10:30 in Room 205, while the 2017 recipient, Mike Wei, will present his talk as part of the IAH-CNC Lun-cheon in the Trillium Ballroom at noon.

Professional Practice Special Session - Expert evidence in Nursery Rhymes: What to do when your client is the big bad wolfTuesday, October 3, 13:45 -15:15Room 201

The three little pigs have sued the big bad wolf for property damage. The wolf ’s defence is poor construction. You have been retained as the wolf ’s expert. How do you craft your retainer? How do you handle cross examination so you won’t be (b)eaten?This legal presentation using real world examples and an imaginary cross-examination will teach participants how to be an effective expert without getting lost in the woods. Led


SESSIONS SPÉCIALES

Forum des “ GeoContractors ”Lundi 2 octobre – de 10 h 45 à 12 hSalle 206

Soyez des nôtres pour la toute première discussion du groupe d’entrepreneurs – GeoConstruc-tion: Opportunities in Specialty Construction – et participez à une discussion animée qui ponctuera les échanges techniques durant le reste de la conférence. Nos quatre panélistes ont différentes expériences dans le domaine de la construction spécialisée. Venez entendre leurs opinions sur les futurs progrès techniques de la construction géotechnique et la façon d’en faciliter l’utilisation dans le cadre de vos projets. Les membres de notre groupe seront :

Mark Tigchelaar, président, GeoSolvHubert Guimont, responsable du développement des affaires, Menard CanadaStephen Di Biase, chef de projet, Aquatech DewateringAllen Sehn, vice-président principal – ingénierie, Keller Foundations, LLC

Présentations d’affichesLundi 2 octobre, 15 h 15Foyer du Parlement (3e étage)

Les affiches de la conférence seront présentées de la pause de l’après-midi le lundi à la fin de la journée du mardi. On a demandé aux auteurs de se tenir près de leur affiche pour répondre aux questions sur leur recherche pendant la pause de l’après-midi du lundi et après la dernière séance de présentations orales de groupe de cette même journée.

Conférences Farvolden de l’AIH-SNCMardi 3 octobre – de 10 h 30 à 12 h et 12 h à 13 h 30Salle 205 et salle de bal Trillium

Les lauréats 2016 et 2017 du Prix Farvolden, décerné conjointement par l’AIH-SNC et la SCG, ont été invités par l’AIH-SNC à présenter des conférences lors de séances spéciales, dans le cadre du programme hydrogéologique. Le lauréat de 2016, René Lefebvre, présen-tera sa conférence à 10 h 30, dans la salle 205, alors que celui de 2017, Mike Wei, donnera la sienne au cours du dîner de l’AIH-SNC, dans la salle de bal Trillium, à midi.

Séance spéciale sur la pratique professionnelle – Témoignage d’experts en comptines : que faire quand votre client est le grand méchant loup?Mardi 3 octobre – de 13 h 45 à 15 h 15Salle 201

Les trois petits cochons ont poursuivi le grand méchant loup pour dommages matériels. La défense du loup est une mauvaise construction. Vous avez été retenu à titre d’ex-pert du loup. Comment élaborez-vous votre représentation? Comment gérez-vous le contre-interrogatoire pour ne pas être dévoré?


by two of Canada’s best construction lawyers from the International law firm of Gowling WLG, this entertaining session will keep you up at night!Neil Abbott is a partner in the Toronto office of Gowling WLG. He is certified as a specialist in construction law and has a presented at the CGS conference for the past 10 years. Louis-Pierre Grégoire is a partner in the Ottawa office of Gowling WLG. For over 15 years he has been practising exercising creative problem solving where engineering and construction intersect with law.

GEOpardy! Student CompetitionTuesday, October 3, 15:15 - 15:45Canada Hall 1 (3rd floor)

GeoOttawa 2017 is pleased to feature the return of this ever-popular participation event. Sponsored by Golder Associates, this will be a fun student competition based (loosely) on the Jeopardy game show.Three or four competing student teams will duel it out by answering questions in three sepa-rate categories of geotechnical knowledge and one category in the general knowledge area of the Canadian Geotechnical Society with prizes to be awarded. This will be an open spectator event so expect to have fun and participate with your audience of engineers and geoscientists.

R.F. Legget Memorial RededicationWednesday, October 4, 14:00-14:30Rideau Canal Locks

After the Legget Luncheon, please consider joining us as we make our way from the Shaw Centre to the Rideau Canal where CGS erected a plaque during the 50th Canadian Geo-technical Conference in 1997. We will rededicate this plaque that remembers the import-ant contributions of R.F. Legget to the geotechnical profession and the Society.

SPECIAL SESSIONS


Cette présentation juridique utilisant des exemples réels et un contre-interrogatoire ima-ginaire apprendra aux participants comment être un expert efficace sans se perdre dans les dédales. Dirigée par deux des meilleurs avocats en droit de la construction au Canada du cabinet d’avocats international Gowling WLG, cette séance divertissante vous tiendra éveillé la nuit!Neil Abbott est associé au bureau de Toronto de Gowling WLG. Il est certifié en tant que spécialiste en droit de la construction et fait des présentations à la conférence de la SCG depuis les dix dernières années. Louis-Pierre Grégoire est associé au bureau d’Ottawa de Gowling WLG. Depuis plus de 15 ans, il résout des problèmes de manière créative, là où l’ingénierie et la construction croisent le droit.

Concours “ GEOpardy! ” pour les étudiantsMardi 3 octobre – de 15 h 15 à 15 h 45Salle du Canada 1 (3e étage)

GéoOttawa 2017 a le plaisir d’annoncer le retour de cet évènement participatif toujours populaire. Commandité par Golder Associates, ce concours pour les étudiants s’inspire (plus ou moins) du jeu télévisé Jeopardy et se veut amusant.Trois ou quatre équipes d’étudiants concurrentes se livreront bataille en répondant à des questions dans trois catégories distinctes de connaissances en géotechnique et dans une catégorie de connaissances générales sur la Société canadienne de géotechnique. Des prix seront décernés. L’évènement est ouvert aux spectateurs. Attendez-vous donc à vous amu-ser tout en participant avec votre public d’ingénieurs et de géoscientifiques.

Nouvelle inauguration de la plaque commémorative de R.F. LeggetMercredi 4 octobre, de 14 h à 14 h 30Écluses du canal Rideau de la rivière des Outaouais

Après le dîner Legget, veuillez envisager de vous joindre à nous alors que nous partirons du Centre Shaw pour nous rendre au canal Rideau, où la SCG a érigé une plaque durant la 50e conférence géotechnique canadienne en 1997. Nous inaugurerons de nouveau cette plaque rendant hommage aux importantes contributions de R.F. Legget à la profession géotechnique et à la Société.

SESSIONS SPÉCIALES


SOCIAL EVENTS

In addition to the comprehensive plenary and technical program, GeoOttawa 2017 will provide opportunities for delegates to meet, mingle and get to know their professional colleagues in a relaxed setting, outside of the technical and business streams.

Be sure to join us at the following events:

Icebreaker and Exhibitor ReceptionSunday, October 1, 5:00 p.m. - 7:30 p.m.Shaw Centre – Canada Hall 1 (3rd floor)

Come and meet up with old acquaintances, or introduce yourself to new colleagues from across the country, as we kick off the conference with this always popular reception in the Trade Show Hall.

10th Annual CGS Awards Banquet Monday, October 2, 7:00 p.m. - 10:00 p.m. (Cocktail reception at 6:15 p.m. in the Trade Show Hall)Shaw Centre – Canada Hall 2 (3rd floor)

This is our time to celebrate the meritorious and professional service achievements of our CGS and IAH-CNC colleagues. In keeping with tradition, the Ottawa LOC is planning a wonderful evening with fine dining and quality entertainment.

Ottawa Local Colour NightTuesday, October 3, 6:30 p.m. - 10:00 p.m.Canadian War Museum (Shuttle bus service begins at 6:30 pm from Daly Avenue outside the Shaw Centre lower entrance)

A CGS tradition is to go off-site for dinner and entertainment on one of the conference evenings to show delegates the “flavour and colour” of the host city. In 2017, the LOC has booked one of Ottawa’s premier venues – the Canadian War Museum – where we will be treated to regional Ontario and Québec foods and great local entertainment.


ACTIVITÉS SOCIALES

En plus du programme technique et de séances plénières complet, GéoOttawa 2017 offrira aux délégués des occasions de se rencontrer, d’échanger et d’apprendre à connaître leurs collègues professionnels dans un contexte détendu, à l’extérieur des sphères techniques et commerciales.

Ne manquez pas de vous joindre à nous pour les activités suivantes :

Réception d’accueil des exposantsDimanche 1er octobre, de 17 h à 19 h 30Centre Shaw – Salle du Canada 1 (3e étage)

Venez renouer avec de vieilles connaissances et rencontrer de nouveaux collègues de partout au pays, alors que nous lançons la conférence avec cette réception toujours populaire dans le hall du salon professionnel.

10e banquet annuel de remise des prix de la SCGLundi 2 octobre, de 19 h à 22 h (Cocktail à 18 h 15 au salon professionnel)Centre Shaw – Salle du Canada 2 (3e étage)

C’est là l’occasion de célébrer les accomplissements professionnels et les mérites de nos collègues de la SCG et de l’AIH-SNC. Pour maintenir la tradition, le comité organisateur local d’Ottawa planifie une soirée exceptionnelle, avec des mets gastronomiques et des divertissements de qualité!

Soirée à saveur locale d’OttawaMardi 3 octobre, de 18 h 30 à 22 hMusée canadien de la guerre (Le service de navette commence à 18 h 30, sur l’avenue Daly, à l’extérieur de l’entrée inférieure du Centre Shaw)

La SCG a pour tradition d’offrir un souper et une soirée de divertissement à l’extérieur de l’hôtel pendant la conférence, et ce, afin de permettre aux délégués de vivre une soirée “ à saveur locale ” de la ville hôte. En 2017, le comité organisateur local a réservé l’un des lieux incontournables d’Ottawa, le Musée canadien de la guerre, où nous pourrons déguster des aliments régionaux de l’Ontario et du Québec et profiter d’un excellent divertissement local.


Monday October 2 / Lundi 2 octobre

Theoretical Soil Mechanics .......................................................................... 70Unsaturated Soils I ..................................................................................... 72Mining - Hard Rock I .................................................................................. 74Remote Sensing ......................................................................................... 76Sustainable Geotechnics ............................................................................. 79Quantitative Remediation ............................................................................ 81General Hydrogeology I .............................................................................. 84Experimental Soil Mechanics I - Element Tests .............................................. 86Unsaturated Soils II .................................................................................... 89Mining - Hard Rock II ................................................................................. 92Reliability and Risk I ................................................................................... 95Geohazards I - Transportation Geotechnics/Pipelines .................................... 98Cold Regions I ..........................................................................................101Groundwater and Resources I ................................................................... 103General Hydrogeology II ........................................................................... 106Field Investigation - CPT, Geophysics, Etc. .................................................. 108Dams and Embankments .......................................................................... 111Mining - Underground and Backfill ..............................................................114Reliability and Risk II .................................................................................117Geohazards I - Rockslides and Avalanches .................................................120Cold Regions II .........................................................................................123Groundwater and Resources II ...................................................................126Mining/Oil and Gas ...................................................................................129

Tuesday October 3 / Mardi 3 octobre

Soil Mechanics - Numerical Methods ..........................................................132Piles I ..................................................................................................... 135Mining - Oil Sands I ................................................................................. 138Geosynthetics I .........................................................................................141Geohazards III - Slope Stability Analysis ..................................................... 144Renewable Energy Geotechnique ................................................................147Experimental Soil Mechanics II .................................................................. 150Piles II .................................................................................................... 153Geosynthetics II ........................................................................................155Geohazards IV - Transportation Geotechnics I ............................................. 158Rock Mechanics I .....................................................................................161Groundwater Contamination and Geothermal .............................................. 164General Hydrogeology III .......................................................................... 166

INDEX OF ABSTRACTS / INDEX DES RÉSUMÉS


INDEX OF ABSTRACTS / INDEX DES RÉSUMÉSExperimental Soil Mechanics III ................................................................. 169Field Investigation II - CPT, Geophysics, Etc. ................................................171Mining - Oil Sands II ..................................................................................174Transportation Geotechnics II - Roads A ......................................................177Geohazards V .......................................................................................... 180Rock Mechanics II .................................................................................... 183Groundwater Contamination ..................................................................... 186Source Water Protection ........................................................................... 189

Wednesday October 4 / Mercredi 4 octobre

Field Cases I ........................................................................................... 192Soil Amendments ..................................................................................... 195Rock Mechanics II .................................................................................... 198Transportation Geotechnics III - Roads B .................................................... 201Landslides in Sensitive Clay ...................................................................... 204Geoenvironmental I .................................................................................. 207Cold Regions Hydrogeology I .....................................................................210EcoSystem and Climate Change .................................................................213Field Cases II ............................................................................................216Tunnelling and Deep Excavations ...............................................................218Mining - Reclamation and Covers I ............................................................ 221Transportation Geotechnics IV - Railways & Pipelines .................................. 224Seismiscity and Sensitive Clay .................................................................. 227Geoenvironmental II ................................................................................. 230Cold Regions Hydrogeology II / Public Consultation ..................................... 233Radioactive Waste ................................................................................... 236Field Cases III .......................................................................................... 238Innovative Foundation Systems ..................................................................241Mining - Reclamation and Covers II ........................................................... 244Transportation Geotechnics V .....................................................................247Seismiscity ............................................................................................. 250Nuclear Waste Disposal ........................................................................... 253

Posters ................................................................................................... 255


THEORETICAL SOIL MECHANICSMonday October 2, 2017 | 10:45 - 12:00 | Room 204

228 - A unified failure criterion for saturated clayey soils under tension and compression Penghai Yin & Sai K. Vanapalli Department of Civil Engineering – University of Ottawa, Ottawa, ON, Canada

Cracks are widely present in several soil structures, such as the dams, slopes, embankments, retaining walls, foundations, pavements and landfill covers due to the influence of environ-mental factors or mechanical loading. Engineering properties of clayey soils such as the shear strength, volume change and the flow behavior are significantly influenced by soil cracking, which contributes to the gradual deterioration of the integrity of the soil mass. For this reason, the influence of cracks should be considered in the rational design of geo-technical structures. Mohr-Coulomb failure criterion is widely used by the researchers and practitioners for interpreting the shear failure behavior of soil structures under compres-sion. However, this criterion has limitations for interpreting failure conditions that arise for clayey soils in the low range of confining pressures and tension states. There is evidence in the literature with respect to the limitations extending Mohr-Coulomb criterion for interpreting the shallow failure of soil slopes, the failure of the earth dam core and landfill covers due to tensile cracking. In this paper, a unified failure criterion is proposed that can be extended for a wide range of confining pressures (i.e. both tension and compression) to which saturated clayey soils are subjected. Good comparisons were observed between the results of the proposed model and measured data from the literature supporting the validity of the proposed model.

601 - The ultimate bearing capacity of shallow foundations M. Etezad Golder Associates Ltd., Mississauga, ON, Canada A.M. Hanna Dept. of Building, Civil and Environmental Eng., Concordia University, Montréal, QC, Canada

In the literature, various theoretical methods can be found to estimate the ultimate bearing capacity of shallow foundations. However, discrepancies among the results obtained from these methods are wide, especially when the effect of the weight of the soil is concerned. Design manuals and guidelines are equally in disagreement and are in conflict regarding the method, to be used in practice. This paper, presents a theoretical model to estimate the ultimate bearing capacity of a strip foundation on homogeneous soil. A computer program was coded to perform the analysis. One important feature of the present model is that the wedge angle is calculated during the analysis, unlike most of the available theories, which assign an assumed value. The classical design parameters used in practice are maintained, namely; NΥ, Nq and Nc. The results of the proposed theory was compared well with the experimental data available in the literature.

ABSTRACTS


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675 - A Concept for Modelling Evolution of Permeability in Re-hydrating Bentonite O. Nasir, N. Calder, R. Walsh, & J. AvisGeofirma Engineering Ltd., Ottawa, ON, CanadaE.P. KremerNuclear Waste Management Organization, Toronto, ON, Canada

Adequate analysis and design of geotechnical problems involving flow in expansive soil depends mainly on the hydraulic parameters, particularly permeability. From experimental results, it is apparent that bentonite properties are not constant, with dependencies on variables such as saturation and confining stress. In general, soil permeability changes can be predicted in many different ways. However, most of the prediction equations fail to account for the variation of permeability which occurs in bentonite due to a shift from macro-porosity to micro-porosity during saturation, even as the total porosity of the ma-terial may remain constant. In this paper, a simple model based on multi-scale porosities is developed and implemented in the T2GGM code and used to predict the evolution of bentonite permeability and swelling pressure during the hydration process. To validate the model, it was used to simulate a series of laboratory scale bentonite saturation and swelling experiments. The model achieves a good agreement with laboratory measurements, with-out excessive parameterization. The developed model is a very useful tool to understand the behavior of expansive soil during saturation.

706 - A New Critical State-Based Constitutive Model in Multilaminate Framework Hamid KarimpourStantec Consulting Ltd., Calgary, AB, CanadaSeyed Amiroding SadrnejadKhaje-Nasir Toosi University of Technology, Tehran, Iran

A new constitutive model based on critical state theory is introduced to model behavior of granular material. This new model is a bounding surface plasticity model in multilami-nate framework that allows capturing the effects of inherent and induced anisotropy as well as principal stress rotation. Multilaminate framework is a tool and cannot predict the behavior of material independently. Multilaminate framework is semi-micromechanical tool based on formulating a number of planes with varying orientations over a virtual unit sphere around a stress point.The constitutive equations of the model are derived within the context of non-linear elastic behavior and plastic sliding of interfaces of predefined planes from multilaminate frame-work. Presented here are multilaminate framework details, the constitutive equations of the original bounding surface model in the multilaminate framework and sensitive analysis of key material parameters that clearly show the capabilities and flexibility of the presented constitutive model in predicting drained and undrained behavior of granular materials.


773 - Exploring a bounding surface SANICLAY plasticity model in capturing the cyclic threshold shear strains and modulus degradation of clays Francesca Palmieri, Gaziz Seidalinov, & Mahdi Taiebat Department of Civil Engineering – University of British Columbia, Vancouver, BC, Canada

Clay microstructure tends to deteriorate due to shear deformations, inducing an overall stiffness reduction and related increase of hysteretic damping according to the reached strain level for strain amplitudes ranging from small to large. Furthermore, under cyclic loading conditions additional modulus degradation and residual pore pressures develop with the number of loading cycles for medium to large strains. For an accurate description of such features in the macroscopic stress-strain response of clays, one would need to use advanced constitutive models. In this paper, the capabilities of the SANICLAY-B mod-el in capturing the cyclic behavior of clays are investigated. A series of strain-controlled undrained cyclic simple shear tests are carried out and the evolution of excess pore pres-sures, and variations of shear modulus and damping are examined. Results are compared with the typical experimental ranges derived from the literature, showing that the SANI-CLAY-B succeeds in reproducing the stress-strain non-linearity and cyclic degradation. In addition, the influence of the relevant parameters is illustrated and discussed as a guide for an informed calibration process.

UNSATURATED SOILS I Monday October 2, 2017 | 10:45 - 12:00 | Room 202

609 - Variation of unconfined compressive strength of unsaturated soils with respect to suction Won Taek Oh, Gregory Brennan, & Adin Richard Department of Civil Engineering – University of New Brunswick, Fredericton, NB, Canada

In geotechnical engineering practice, many projects such as stability analysis of slopes/trenches and pavement design involve unsaturated soils within shallow depth. For these types of projects, unconfined compression test results under zero or low confining pressure can be effectively used to estimate the mechanical behaviors of unsaturated soils. However, determining the unconfined compressive strength of an unsaturated soil for different matric suction values is time-consuming. In this study, several empirical or semi-empirical method-ologies/approaches developed to predict the variation of unconfined compressive strength of unsaturated soils with respect to suction are revisited. In addition, characteristic behaviors of unsaturated soils under axial forces in an unconfined condition are also presented.


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653 - Thermo-hydro-mechanical effects on the behaviour of unsaturated soil-structure interfaces Z. Fu, J. Infante Sedano, & E. Evgin University of Ottawa, Ottawa, ON, Canada

This paper presents the results of a laboratory study on the mechanical behavior of an un-saturated soil-structure interface subjected to three different temperatures and matric suc-tion variations. The structural component of the interface is a sand blasted steel plate. The soil used in the experiments is a mixture of fine sand and kaolin. Tests were conducted on both normally consolidated and overconsolidated unsaturated soils. Test results show that the combined effect of temperature and suction on the normally consolidated unsaturated soil-structure interface behaviour is in agreement with the published results available in the literature. However, for overconsolidated soil samples, the interface behaviour is different than that of normally consolidated soil-structure interfaces.

373 - Self-dewatering capillary barrier system (SDCBS) using preheated air flow method M. Salah, Jules-Ange Infante, & Rozalina DimitrovaDept. of Civil Engineering-University of Ottawa, Ottawa, ON, Canada

This Paper presents the results of experimental tests aimed at studying the impact of pre-heated airflow on the evaporation rate and removal of moisture from a soil mass. It is envisaged to provide an engineering solution to the percolation of water through capillary barrier systems, in addition to accelerating soil-water storage recovery. The preheated air generated from a simulated heating box was passed into the soil mass using a perforated pipe, and sensors were used to monitor the impact of the preheated air flow on the soil properties. The results obtained were compared with non-preheated air flow process in terms of volumetric water content, and matric suction over a short period. The results using preheated airflow indicated a significant decrease in volumetric water content and increase in matric suction.

608 - Critical height of an unsupported vertical trench in an unsaturated sand Adin Richard, Gregory Brennan, Won Taek Oh, & Vitus Ileme Department of Civil Engineering – University of New Brunswick, Fredericton, NB, Canada

Geotechnical, mining, tunneling and geo-environmental infrastructure activities are often initiated by excavating trenches. Since trench failures can cause loss of life and consequen-tial damage to adjacent properties, trenches should be designed with extreme precaution. Typically, trenches are excavated into unsaturated soils; therefore, trench stability is signifi-cantly affected by the matric suction distribution profile between the soil surface and the groundwater table. Especially in the case where a geotechnical engineer intends to excavate a trench to a certain depth without support (i.e. shores), it is essential to reliably estimate the critical height of a trench (i.e. maximum depth of a trench that can be excavated with-


out failure) by considering the matric suction distribution profile. In the present study, an attempt is made to determine the critical height of an unsupported vertical trench in an unsaturated sand for various matric suction distribution profiles. Critical heights were estimated using geotechnical modelling software (i.e. SLOPE/W in association with SIG-MA/W) and by calculation using an extended Rankine’s theory of active earth pressure.

226 - Laboratory model testing of stone columns in unsaturated silty sand Sajjad Vaseghi Maghvan, Alireza Moazzami, & Reza Imam Department of Civil and Environmental Engineering – Amirkabir University of Technology, Tehran, Iran

The present paper discusses results of a series of physical model tests on single stone columns installed in non-plastic, silty, fine sand at various degrees of saturation. The 56 mm diameter, 450 mm long stone columns were loaded 7 days after installation to ensure moisture equi-librium. Soil prepared at a specified degree of saturation was placed in layers in a test tank and compacted such that a relative density of 40% was achieved. The stone column was then installed by inserting a tube, removing soil from the tube, and filling it with compacted stone column material while extracting the tube. Loading of the stone column was then initiated and the load-settlement results were recorded. Results indicated that the bearing capacity of the stone columns increased compared to the dry and near saturated conditions. Bulging in the upper portion of the stone column was also smaller in the unsaturated conditions.

MINING - HARD ROCK I Monday October 2, 2017 | 10:45 - 12:00 | Room 201

157 - Static Liquefaction Analysis of the Fundão Dam FailureGuillermo A. Riveros & Abouzar SadrekarimiDepartment of Civil and Environmental Engineering – The University of Western Ontario, London, ON, Canada

On November 5 2015, roughly 32 million cubic metres of iron mine tailings were acci-dentally released in the catastrophic collapse of the Fundão dam in Minas Gerais, Brazil. A comprehensive static liquefaction analysis is performed in this study on a section of the Fundão dam’s left abutment prior to failure in order to determine the dam’s susceptibili-ty to liquefaction and undrained strength loss under its ultimate loading condition. The method implemented accounts for variations in mode of shear and anisotropic consolida-tion along the failure surface, as well as for the plane-strain boundary condition normally encountered in the field. After convergence in this iterative method, all slices in the LEA model are found to have liquefied, and the factor of safety for liquefaction flow failure in that section of the dam is determined to be 0.73.


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196 - The influence of back pressure on the cyclic resistance of tailings using the triaxial-simple shear device Xavier Archambault-Alwin & Michael James Research Institute on Mines and Environment UQAT-Polytechnique, Montréal, QC, Canada Mourad Karray Department of Civil Engineering, Université de Sherbrooke, Sherbrooke, QC, Canada Mohamed Chekired Institut de recherche d’Hydro-Québec, Varennes, QC, Canada

A laboratory test program on the dynamic behavior of tailings was conducted using an innovative testing apparatus developed by the Institut de recherche d’Hydro-Québec (IREQ) and the University of Sherbrooke, the triaxial-simple shear device (TxSS). Back pressure is used in laboratory testing for the saturation of specimens and the fine grain size of mine tailings makes its use very convenient. However, in undrained cyclic triaxial testing, back pressure is known to affect the dynamic behavior and cyclic resistance. Prior to a laboratory test program on the dynamic behavior of tailings, ten cyclic tests were performed at an effective confining stress of 100 kPa with back pressures ranging from 50 to 400 kPa to evaluate the influence of the back pressure on the dynamic behavior of the tailings in TxSS testing. The back pressure was found to have no appreciable effect on the behavior of the tailings.

197 - Analysis of cyclic testing of tailings using the triaxialsimple shear (TxSS) apparatus Xavier Archambault-Alwin & Michael James Research Institute on Mines and Environment UQAT-Polytechnique, Montréal, QC, Canada Mourad Karray Department of Civil Engineering – Université de Sherbrooke, Sherbrooke, QC, Canada Mohamed Chekired Institut de recherche de Hydro Québec, Varennes, QC, Canada

The dynamic behavior of tailings was studied using innovative laboratory testing, the triaxi-al-simple shear device (TxSS). In total, 29 specimens were isotopically consolidated and then subjected to strain-controlled cyclic loading consisting of uniform shear strain amplitudes. Numerical simulations were used to relate the uniform cycles of shear strain to uniform cy-cles of shear stress by applying an energy approach to correlate the generation of excess pore water pressure to the cumulative energy absorbed by the specimens. This paper presents the methodology employed to analyze the results and obtain the cyclic resistance of the tailings in terms of cyclic resistance ratio. The energy-based approach was validated through addi-tional strain-controlled tests where the applied strains were equivalent to the variable strains produced by numerical simulations of tests with uniform cyclic shear stress amplitude.


198 - Physical and mechanical characterisation of hydraulically deposited tailings using shear wave velocity Louis-Philippe Grimard & Michael James Research Institute on Mines and Environment UQAT-Polytechnique, Montréal, QC, Canada Mourad Karray & Ahmed Mhenni Department of Civil Engineering, Université de Sherbrooke, Sherbrooke, QC, Canada

This paper presents a laboratory study of consolidation and shear wave velocity, Vs, mea-surements in hydraulically deposited tailings. Tailings specimens from a gold mine in west-ern Quebec were prepared in triaxial and oedometric cells. The specimens were subjected to isotropic and anisotropic consolidation (K=0.38) with Vs measurements at each load increment using the Piezoelectric Ring-Actuator technique (P-RAT) developed at the Université de Sherbrooke. Consolidation curves and curves that relate Vs to void ratio and mean effective consolidation stress are presented. A critical characteristic of tailings is their susceptibility to static liquefaction. The flow of liquefied tailings is responsible for the damage and loss of life associated with tailings dyke rupture. Other elements of the research project will relate the Vs measurements to the potential for static liquefaction.

199 - A Study of the Static Liquefaction of Tailings Louis-Philippe Grimard & Michael James Research Institute on Mines and Environment UQAT-Polytechnique, Montréal, QC, Canada

This paper presents the preliminary results of a laboratory investigation of the potential for static liquefaction of tailings from a gold mine in western Quebec. Specimens were prepared using the method of Poncelet (2012) that simulates hydraulic deposition. The specimens were consolidated isotopically or anisotropically (K=0.38) and then tested in undrained monotonic triaxial compression. The consolidation, phase transformation and critical state curves were determined. The relationship between the mean effective stress and the shear wave velocity, Vs, of the tailings was also determined (presented in another paper at the con-ference). Ongoing laboratory testing will consider the effect of undrained loading and loss of confinement to simulate dyke raising and dyke rupture, respectively. Tests will also be con-ducted on specimens that are not yet normally consolidated under the applied total stresses.

REMOTE SENSINGMonday October 2, 2017 | 10:45 - 12:00 | Room 203

303 - Multi-method infrastructure deformation- and rockfall hazard monitoring – increasing efficiency by integration Andi A. Pfaffhuber, Kristine Ekseth, Malte Vöge, Helge Smebye, Regula Frauenfelder, & Carsten HauserNGI, Oslo, Norway

Geodetic data acquisition concerning settlement problems in urban areas or geohazard


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management along linear infrastructure are major costs for infrastructure owners. Modern remote sensing helps us to manage such programs with high effectiveness. We monitor buildings and railway infrastructure prone to settlement damage in central Oslo based on sparse ground observations and satellite radar settlement maps with 60 cm x 25 cm resolution achieving mm-year accuracy. Data collected over the last two years indicates a decrease of the formerly damaging settlements in the area. Along a major highway in western Norway we use a terrestrial radar interferometer to monitor five potential rock fall sites at millimeter scale. Deformation results are integrated with 3-dimensional surface models gained from a multitude of photographs captured from a Remotely Piloted Air-craft. Biannual campaigns since 2014 have so far confirmed that the rock faces are stable.

290 - Rapid Revisit InSAR Time Series Monitoring of Surface Deformation at Long Lake, AlbertaV. Singhroy & J. LiCanada Centre for Remote Sensing, Natural Resources Canada, Ottawa, ON, Canada

The RADARSAT 2 (R2) InSAR time series monitoring of the Long Lake SAGD site show high correlation of surface deformation and steam injection. Surface heave is about 2 cm/year over a two year observation period. The short time series profiles from COS-MO SkyMed images improved our R2 InSAR results of surface deformation on pipeline routes. The 4 day InSAR images from the RADARSAT Constellation Mission (2018) will also improve the current surface deformation monitoring.

369 - Preliminary investigation of UAV survey tools for design and construction of earthworks Harpreet Panesar & Jody Schafer Ministry of Highways and Infrastructure, Regina, SK, CanadaColin HubickWSP Canada Inc., Regina, SK, CanadaBrent BitterMinistry of Environment, Regina, SK, Canada

The Saskatchewan Ministry of Highways and Infrastructure currently uses RTK GPS equipment for mapping and earthwork construction. The current project is a cost-benefit comparison of current RTK GPS methods to unmanned aerial vehicle (UAV) based sur-veys. The UAV photogrammetry tool has the potential to reduce cost, survey time, data collection time, require less flagging and signage and improve health and safety. Numerous surveys were conducted in a Ministry owned gravel pit using a terrestrial laser scanner for control. This paper documents the project findings, benefits and limitations of each sur-veying tool and recommendations for future UAV work for the Saskatchewan Ministry of Highways and Infrastructure.


482 - Use of single-scan Remote Sensing Data in Assessing Natural Rock Slope Conditions at the Railway Subdivision Scale Richard Carter & D. Jean HutchinsonDepartment of Geological Sciences and Geological Engineering - Queen’s University, Kingston, ON, CanadaDave Gauthier BGC Engineering Inc, Kingston, ON, Canada

Rockfalls impact the safety and capacity of railway operation, particularly in mountainous terrain such as that of interior British Columbia. Therefore, there is interest in identifying natural slopes along a railway corridor which may be prone to rockfall events. Though the triggers and mechanisms, which dictate the size, frequency and reach of rockfall events, vary over space and time, there are kinematic and geological properties which can be used to characterize the slope with regard to its rockfall susceptibility. This paper explores these properties and determines how they can be efficiently identified within remotely sensed terrain data over large areas. State of the art remote sensing techniques for 3D data collec-tion and analysis and new tools and applications at various sites along the CN Rail corridor in the Fraser River valley are demonstrated. We discuss the application of these new tools to identifying evidence of previous rockfalls and geological structures which may act as a rockfall source.

538 - The Use of Unmanned Aerial Vehicles (UAVs) for Slope Stability Assessment Connor T. Meeks, David A. Bonneau, & D. Jean HutchinsonDepartment of Geological Sciences and Geological Engineering - Queen’s University, Kingston, ON, Canada Dave GauthierBGC Engineering Inc., Kingston, ON, Canada

As technology continues to advance, unmanned aerial vehicles (UAV’s) have become a vi-able method to collect geometric data for geotechnical analysis, due to their ability to cap-ture high resolution data at inaccessible sites, combined with increasing affordability and ease of use. UAVs can be divided into three general classes, based on cost and operational considerations. The use of photographs taken from a UAV to supplement terrestrial pho-togrammetry for a complex, steep slope in White Canyon, British Columbia, is discussed. The development of a detailed geometry model is possible using Structure from Motion (SfM), without ground control points. A significant edge effect occurs at the locations where the UAV and terrestrial DSLR photographs overlapped. This prevents an apparent-ly seamless 3D model from being built, affecting change detection. Additional research is recommended to develop and refine the use of UAVs in slope stability analysis, specifically in areas not visible from terrestrial vantage points.


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SUSTAINABLE GEOTECHNICSMonday October 2, 2017 | 10:45 - 12:00 | Room 208

277 - Geotechnical Properties of Superabsorbent Polymer Solidified Slurry Ali Ahmad & Jinyuan LiuDepartment of Civil Engineering- Ryerson University, Toronto, ON, CanadaXian Meng (Sam) HuangMetaFLO Technology Inc., Mississauga, ON, Canada

This article presents an experimental investigation on geotechnical properties of solidi-fied slurry using a superabsorbent polymer (SAP), in particular, the shear strength, com-pressibility, and permeability. The main objective of this research is to recycle spoils into a backfill material using SAP and cement, which will result in economical and social ben-efits. Different combinations of slurry, cement, and SAP were investigated where SAP and cement were added to the soil slurries at the same time to solidify and strengthen the slurries. For this study, the unconfined compressive strength (UCS) test was used as the main indicator to study the strength improvement, the oedometer test was used to study the compressibility while the permeability of samples were studied using both the falling-head and the constant-head test methods. It was found that compressive strength and elastic modulus of the slurry can be improved significantly by mixing it with SAP and cement. Another finding of this study is that there is an optimum dosage issue for SAP. A right dosage of SAP can act as a reservoir of water to help cure the cement and reach the best strength improvement, while an over dosage or under dosage will weaken the cement bonding or prevent sufficient cement hydration. The test results confirm the feasibility of recycling soil slurry as a backfill material by mixing it with SAP and cement.

412 - Laboratory Assessment of Energy Efficiency in Kneading Compaction of Cohesive Soil Federico Fernández Geofed, Ottawa, ON, Canada Adam Choma Algonquin College, Ottawa, ON, Canada

This paper is the third in a series published at Canadian Geotechnical Conferences dealing with energy analysis of earthwork compaction processes. The two previous papers dealt with dynamic and vibratory compaction while the present paper deals with kneading com-paction. Laboratory testing equipment was specifically designed for assessing the energy efficiency of kneading compaction in cohesive soils. The graphic representation of the re-sulting density versus the cumulative energy applied during the compaction test produces a density growth curve. The density growth curves are analyzed to optimize process variables to achieve both effective and energy efficient kneading compaction. The laboratory results presented also serve to demonstrate that loose soil absorbs higher


levels of compaction energy that gradually diminish as the soil gains stiffness through the compaction process. These findings also support the traditional field observation of ma-chine “walk-out” commonly displayed by sheepsfoot roller compactors. Furthermore, this behaviour is also consistent with machine drive power (MDP), an emerging technology that provides continuous, real-time monitoring of the field compaction process. The energy anal-ysis of kneading compaction supports sustainable earthworks practices to guide the optimal selection of compaction variables such as water content, lift thickness or kneading pressure.

423 - Comparative Life Cycle Assessment of Compressed Air Energy Storage and Single-Cycle Natural Gas Turbines for Renewable Power Integration in Ontario Fraser D. LordDepartment of Civil and Environmental Engineering – University of Waterloo, Waterloo, ON, Canada Maurice B. DusseaultDepartment of Earth and Environmental Sciences Engineering – University of Waterloo, Waterloo, ON, Canada

Ontario’s long-term energy plans call for a significant growth in intermittent renewable energy generation over the next decade. For renewable energy to make economic sense curtailment must be kept at relatively low levels. Presently Ontario uses gas turbines to balance wind and solar fluctuations on the grid but large-scale energy storage, such as com-pressed air energy storage (CAES), has been proposed as an ideal candidate for this role as well. Using life cycle assessment methodology and a simplified operations model, the global warming potential (GWP) of using a simple-cycle gas turbine (SCGT) or CAES for wind power balancing was investigated. It was found that the GWP impact of SCGTs are approximately 2.5 times greater than that of CAES and that partial loading and realis-tic operating scenarios can increase the impacts of SCGTs by 20%.

469 - Résistance à l’Érosion de Matériaux d’Assises Routières Traités par BiocalcificationFatima-Zahra Haouzi1, Annette Esnault-Filet2 , & Benoît Courcelles1

1Département des Génies Civil, Géologique et des Mines, Polytechnique Montréal, Montréal, QC, Canada2Soletanche-Bachy, Rueil-Malmaison, France

Les courbes granulométriques des agrégats constituant les sous-fondations des chaussées routières utilisées par le ministère de Transport du Québec sont très étalées, ce qui peut conduire à la sélection d’un matériau susceptible au phénomène de suffosion. Pour éviter tout dommage, une biocalcification pourrait être réalisée sur les matériaux de fondation et sous-fondation de manière à créer des ponts de calcite entre les grains de sol. Une série d’es-sais de d’érosion a été menée sur des échantillons traités et non-traités par biocalcification. Le traitement a consisté en la percolation d’une solution bactérienne et d’une solution calci-fiante de manière à reproduire les conditions de traitement in-situ. Tous les échantillons ont


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été soumis à un écoulement descendant. Le gradient hydraulique imposé a été augmenté par paliers entre 0.1 à 10. Les paramètres hydrauliques de débit de sortie, masse de fines récupérées à l’extérieur de l’échantillon ainsi que la charge hydraulique à travers l’échantillon ont été mesurés tout au long de l’essai. Les échantillons non traités ont été soumis à l’essai de filtration sous les mêmes conditions hydrauliques et ce, à des fins de comparaison. Finale-ment, le taux de calcite précipité dans les échantillons a été évalué par dissolution à l’acide. Au terme de l’étude, le protocole a démontré une bonne homogénéité du traitement, ainsi qu’une bonne réponse des sols biocalcifiés pour prévenir le phénomène de suffosion.

903 - Assessing resilience and sustainability of transportation network with geotechnical perspectives Mina Lee & Dipanjan Basu Department of Civil & Environmental Engineering – University of Waterloo, Waterloo, ON, Canada

Civil infrastructure systems, especially geotechnical assets, are vulnerable to climate change, and natural and manmade disasters. Resilience, which is the ability of a system to absorb, recover from, and adapt to disruptions, introduces a new paradigm to overcome challenges with such vulnerability. This paper proposes a quantitative framework for the assessment of both resilience and sustainability of geotechnical infrastructure. To ensure that resilient infrastructure systems do not conflict with sustainability goals, it is important that sustainability is also considered in conjunction with resilience in infrastructure asset management. The proposed framework is demonstrated through a hypothetical case study based on a selected road network in the province of Ontario, Canada.

QUANTITATIVE REMEDIATION Monday October 2, 2017 | 10:45 - 12:00 | Room 205Chair: Dick Jackson

221 - Incorporating dissolved oxygen contamination into redox assessment frameworksDru J. HeagleGeofirma Engineering Ltd., Ottawa, ON, CanadaRichard E. JacksonGeofirma Engineering Ltd., Heidelberg, ON, Canada

Characterizing redox conditions in groundwater is a difficult challenge because of potential errors associated with electrode measurement or accurately determining the concentrations of the redox couples present in a water sample to calculate an Eh value using a Nernst equa-tion approach. Redox classification frameworks have been developed to avoid using Eh alone to determine redox conditions in groundwater. These frameworks typically identify redox-re-lated parameters in a sample or identify the terminal electron accepting process such as iron


reduction or methanogenesis. These frameworks have improved redox characterization but low-oxygen conditions continue to be a challenge for redox classification frameworks and for redox characterization, which causes uncertainty because dissolved oxygen remains critical in driving biodegradation reactions. A protocol for sampling for dissolved oxygen in ground-water and accepting or rejecting the dissolved oxygen results is developed. The protocol rec-ommends commonly accepted practices to determine dissolved oxygen concentrations in the field. Iron and sulphide should also be measured in the field and if dissolved oxygen and iron or sulphide are present together then leaks in the sampling apparatus should be considered. If re-sampling continues to show the presence of dissolved oxygen together with iron or sulphide then the dissolved oxygen concentrations should be discarded, unless there is reason to believe there is mixing of groundwater in the well or borehole or the samples are collected from an uncommon environment (e.g. a microbial mat or tidal flat).

314 - Modeling of steam flushing experiments to understand NAPL removal processes from porous media Naghmeh Sharifi, Pulin Mondal, & Brent SeepDepartment of Civil Engineering – University of Toronto, Toronto, ON, Canada

In this study, two-dimensional numerical simulations of steam flushing are performed to understand the removal processes for denser than water non-aqueous phase liquid (DNAPL) from porous media. A multiphase flow and transport model (a compositional simulator) is used to simulate an experiment on steam flushing for the removal of perchlo-roethylene (PCE) DNAPL from a layered sandbox (110.5 cm width x 57.5 cm height x 10 cm thickness). The model predicted three-phase fluid saturations, normalized PCE concentrations, and soil temperature evolution with time. The model predicted the 86.78% removal of PCE in agreement with laboratory observations. These results indicate that this model can be used for the prediction of DNAPL removal by steam flushing and for design of field scale implementation of steam flushing for NAPL removal.

521 - A laboratory investigation assessing the effectiveness of thermal remediation on creosote impacted soilBrianne Hicknell, Bernard H. Kueper, & Kevin G. MumfordDepartment of Civil Engineering – Queen’s University, Kingston, ON, Canada

In-situ thermal remediation has been proposed and implemented at sites impacted by vol-atile organic compounds (VOCs) and semi-volatile organic compounds (SVOCs), though additional information is required to elucidate fundamental mechanisms and establish performance expectations. The purpose of this study was to determine the effectiveness of heating at moderate temperatures on soil impacted to various degrees with creosote using laboratory tests. Co-boiling temperatures observed during heating were near the boiling point of water due to the low volatility of the creosote. Though VOC removal from soil occurred quickly during co-boiling, polycyclic aromatic hydrocarbon (PAH) concentra-tions in soil appeared unchanged, indicating that higher temperatures or longer heating durations are necessary to achieve typical regulatory standards.


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672 - The role of intra-NAPL diffusion on mass transfer from multi-component NAPLs subjected to persulfate Saeid Shafieiyoun & Neil R. Thomson Department of Civil and Environmental Engineering – University of Waterloo, Waterloo, ON, Canada

An experimental and computational study was performed to investigate the role of multi-component intra-NAPL (non-aqueous phase liquid) diffusion on the formation of an interfacial layer which can restrict mass transfer processes from complex multi-compo-nent NAPLs subjected to water or chemical oxidants. The results indicated that a com-bination of NAPL composition and geometry, and interphase mass transfer rate may re-sult in the formation of a high viscosity interfacial layer which can restrict mass transfer. A comparison of experimental and simulated results indicated that processes related to persulfate/NAPL interactions restricted mass transfer, and hence the multi-component mass transfer rate coefficients were ~70 % less than those estimated during an equivalent water flushing period. NAPL interactions can restrict mass loss and chemical oxidation efficiency compared to the no-treatment scenario. Persulfate-NAPL interactions resulted in precipitation and NAPL compositional changes that appear to be the limiting factors.

676 - Field trials of subsurface chaotic advection for enhanced reagent delivery Michelle S. Cho, Felipe Solano, & Neil R. Thomson Department of Civil & Environmental Engineering – University of Waterloo, Waterloo, ON, Canada

Chaotic advection can be engineered in a porous medium by time-dependent Darcy flows, and has the potential to enhance mixing under laminar conditions to increase the spatial dis-tribution of reagents and overcome preferential flow paths. To assess whether chaotic advec-tion can be invoked in a natural porous medium, a field trial involving a series of tracer tests was conducted in an experimental cell at the University of Waterloo Groundwater Research Facility at CFB Borden. The hydraulic data showed that the dipole pumping system operat-ed as designed, and the necessary hydraulic conditions were created for chaotic advection to occur. Visual assessment of the contours and breakthrough curves generated from resistivity data suggest that the mixing protocol used to invoke chaotic advection led to improved spa-tial distribution of the tracer mass. Further analysis of the resistivity data using various quan-titative tools also suggest that chaotic groundwater flow led to enhanced tracer spreading.


GENERAL HYDROGEOLOGY I Monday October 2, 2017 | 10:45 - 12:00 | Room 207Chair: Francois Richard

232 - Response to Pumping in a Two-Aquifer System Xiaomin Wang & Christopher J. Neville S.S. Papadopulos & Associates, Inc., Waterloo, ON, Canada

Classical methods of pumping test interpretation do not address situations in which pumping is from a basal unconsolidated aquifer underlain by weathered rock. To guide the interpretation, Cooper-Jacob analyses are applied to the results from a three-dimensional numerical model. Three cases with different properties are investigated with two outer boundary conditions for the model. The results show that the inferred apparent trans-missivity corresponds to the cumulative transmissivity. For the case of a zero-drawdown boundary, all of the pumped water is supplied eventually by the boundary and drawdowns stabilize. When the pumped aquifer is underlain by a more transmissive aquifer the draw-downs stabilize more rapidly and at smaller levels. For the case of a no-flow boundary, the drawdowns are more complex and eventually increase without bound. In the case where the unit underlying the pumped aquifer is more transmissive the propagation of draw-downs to the no-flow boundary is hastened.

359 - Development of a Water Supply in the Carbonate Aquifer for the City of SelkirkJeffrey J. Bell, Paulynn Estrella-Legal, & Justin NeufeldFriesen Drillers Limited, Steinbach, MB, CanadaFrank, W. RenderWinnipeg, MB, Canada

The City of Selkirk, located approximately 30 km north of the City of Winnipeg, has had a complex groundwater supply from the carbonate aquifer for over 100 years. Beginning in the late 1970’s, the existing water supply began to show signs of excessive drawdown from over use, and the Red River became the new water supply. Due to taste and odor issues with the surface water supply, the existing wells were brought back into service in the late 1980’s. By the summer of 2014, less than 1 to 2 meters of available drawdown existed within the center of the drawdown cone near the main producing supply well. It was concluded that the city supply wells were slowly dewatering the bedrock. Long-term hydrograph records showed a steady decline, while records outside of the drawdown cone showed moderate increases.In the early 1970’s a new well location had been identified some 8 km to the northwest of town, within an area known as the Western High Transmissivity Area. Two production wells were installed and a seven-day pumping test was done. During the testing, extensive monitoring of a major groundwater discharge area located to the west was undertaken.The study involved an extensive review of the regional recharge and discharge/ground-water budget areas throughout the central part of Manitoba and a review of changes to rates of recharge.


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556 - Advantages and limits of groundwater residence times and major ions chemistry to validate a regional groundwater flow model: Example of the Centre-du-Québec region (Québec, Canada)Sylvain Gagné, Marie Larocque, Daniele L. Pinti, Marion Saby, & Guillaume MeyzonnatGEOTOP, Department of Earth and Atmospheric Sciences – Université du Québec à Montréal, Montréal, QC, Canada

The objective of this work was to evaluate advantages and limits of using isotopic water ages and major ions geochemistry to validate a regional-scale (7452 km²) groundwater flow model in the humid continental climate of southern Québec (Canada). Groundwater travel times were simulated at 211 wells using particle tracking. The model was validated using groundwater residence times estimated with 23 3H/3He ages (between 3 and 60 yrs), 17 14C ages (between 226 and 22 600 yrs), and 211 major ion chemistry values. The results suggest an important mixing between groundwater recharged during the last deglaciation and recently recharged water. The analysis of travel times indicates a statistically different mean travel time between Ca-HCO3, Na-HCO3 and Na-Cl groundwater types. When available, these data should be included in the tools to validate groundwater models.

770 - An Evaluation of Methods to Remove Barometric Effects from Pore Pressure Data James Tipman & Lee Barbour Department of Civil, Geological and Environmental Engineering – University of Saskatchewan, Saskatoon, SK, Canada Garth van der Kamp Global Institute for Water Security - University of Saskatchewan, Saskatoon, SK, Canada

High-resolution pore-pressure data is increasingly being interpreted to characterize the hy-dromechanical properties of aquifers or aquitards and to provide insight into hydrological processes such as soil moisture loading. The critical parameter to define in these interpre-tations is barometric loading efficiency (B). Conventional methods of interpretation rely on smoothing pore pressure data by subtracting some proportion of the barometric pressure. An alternative approach is time domain regression analysis of the pore pressure response to barometric fluctuations. This method produces a barometric response function (BRF) which describes the time dependent response of the observed pore pressure to barometric pressure. This paper compares conventional linear and BRF methods of characterizing B for synthetic data and field data to highlight the advantages and limitations of each method.

788 - Numerical Modeling of Slug test in unconfined aquifer Afaf Moumin & Djaouida ChenafCivil Engineering Department – Royal Military College of Canada, Kingston, ON, Canada

A slug test is one of the most common field permeability tests of soils. Using hydraulic head response in the well, numerical modeling is an efficient approach to confirm site


response to the slug insertion or removal at the test location. This paper describes the Finite Element Numerical Modeling Methodology of some of the physical models carried out in the hydrology laboratory of the Royal Military College of Canada on well-graded and poorly graded fine silica sands. The details of these tests and the physical models are presented in Moumin and Chenaf (2017). The effects of the time discretization, hydraulic head value in the well, the volumetric water content curve, and the analysis approach of both initial condition and either insertion or removal of slug are examined carefully. For the optimised numerical model, the well response is comparable to that recorded by the pressure transducers in each of the corresponding physical model (experimental set up).

EXPERIMENTAL SOIL MECHANICS I - ELEMENT TESTSMonday October 2, 2017 | 13:45 - 15:15 | Room 204

211 - Variation of liquefaction potential curves in CTX and TxSS tests Marwan Khashila, Mahmoud N. Hussien, & Mourad Karray Département de génie civil – Université de Sherbrooke, Sherbrooke, QC, Canada Mohamed Chekired Hydro-Québec, Montréal, QC, Canada

Although the cyclic triaxial (CTX) tests are widely used to investigate the liquefaction potential of soil, the obtained results are rather unreliable and a correction factor should be applied to approach more realistic data (i.e., field condition). This issue is further discussed in this paper through comparative analyses of the CTX outcomes against more consistent laboratory data from the new combined triaxial simple shear (TxSS) apparatus recently developed at IREQ in collaboration with the Geotechnical group at the Université de Sherbrooke. A series of parallel stress-and strain-controlled cyclic tests have been conduct-ed on reconstituted samples of Baie-Saint-Paul, Ottawa C-109 and Quebec sands under undrained conditions. The results indicated that the liquefaction potential curves, (CSR-Nliq.), obtained from the CTX tests under stress-controlled conditions are higher than their TxSS counterparts. This trend is totally reversed under strain-controlled conditions. In other words, the potential curves, (γ-Nliq.) obtained from TxSS tests are higher than those of CTX tests. Further, It is observed that the correction factor obtained by Silver et al. 1980, Cr = (1+2k0)/3, may be applicable to correct CTX liquefaction potential curves in stress-controlled tests consolidated under isotropic (TxSS) and anisotropic state (DSS). In addition to correct shear modulus values under strain-controlled conditions.

346 - Effect of moist tamping water content on the shear strength of soil R. Prasanna & S. Sivathayalan Department of Civil and Environmental Engineering – Carleton University, Ottawa, ON, Canada

Behaviour of soils is affected by the fabric that ensues upon deposition. Many studies have focused on the effect of sample reconstitution methods on the undrained behaviour of


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soils, but attempts to assess the effects of procedural variations within a method have been limited. The effect of preparation water content on the undrained monotonic behaviour of moist tamped soils is investigated in this study. Simple shear tests were carried out on three soils; a uniform sand, a well graded sand and a gap graded tailings. Specimens were moist tamped at water content ranging from 4% to 17% to reach a consistent void ratio. Experimental results revealed that even within moist tamping, preparation water content influences the soil fabric and affects the shear behaviour.

465 - Effect of frequency, strain ratio and specimen preparation on pore pressure generation of a silty soil at SorelBetegard Jeudy, Mahmoud N. Hussien, & Mourad KarrayDepartment of Civil Engineering, University of Sherbrooke, Sherbrooke, QC, CanadaMohamed ChekiredHydro-Québec, Montréal, QC, Canada

The influence of the frequency of cyclic loading on the undrained behavior of fine soils is one of the controversial issues in geotechnical literature. Some researchers reported a decrease in the pore pressure with frequency, while others stressed the role of initial shear stress and soil anisotropy on the pore pressure-frequency correlations. The deposition tech-nique as well as the imposed deformation level is also reported for their influence on the cyclic response of reconstituted or intact fine materials. In this paper, a series of combined triaxial simple shear tests with flexible membrane (TxSS) and armed membrane (DSS) are conducted to examine the influence of loading frequency and the imposed deformation level on the undrained shear behavior of plastic silt from Sorel region. Also, the effect of specimen preparation technique on the pore water pressure generation is examined. Two variants of slurry deposition techniques for specimen preparation are employed; the slurry deposition according to Poncelet (2012) and another slurry deposition adapted in this study. The experimental results are analyzed and compared with the results found in literature with respect to the influence of the loading frequency on behavior of fine-grained soils. The results show that the test type with flexible or armed membrane and the spec-imen preparation technique have some effects on the generation of pore water pressure. The results show also that the generated pore pressure increases slightly when the loading frequency changes from 1.0 to 0.5 Hz. In the DDS test, the pore water pressure remains close but slightly greater at low strain ratio. However, it faster increases with the strain ratio in the first cycles of loading in TxSS test.

575 - Direct Simple Shear and Triaxial Compression Tests on Dense Silica Sand at Low Effective Stress Mahmud Al Tarhouni, Anup Fouzder, Bipul Hawlader, & Ashutosh Dhar Department of Civil Engineering, Memorial University, St. John’s, NL, Canada

Triaxial tests are commonly used to obtain geotechnical parameters and develop soil con-stitutive models. However, it has been recognized that direct simple shear (DSS) tests better represent the stress conditions similar to many field situations. In the present study,


preliminary test results using a newly acquired Advanced Dynamic Cyclic Simple Shear (ADVDCSS) apparatus at Memorial University of Newfoundland are compared with tri-axial compression (TXC) test results. Tests were conducted on dense silica sand (relative density ~85–87%), focusing on the behaviour of sand at a low effective stress level: confin-ing pressure in TXC and normal stress in DSS in the range of 12.5 to 100 kPa. The DSS tests show very small post-peak degradation of the deviatoric stress ratio with shear strain; however, in triaxial tests, the post-peak degradation is very significant and the stress ratio reaches the critical state at large strains. The stress ratios in triaxial compression tests at large strains are higher for lower confining pressures.

604 - Laboratory-based assessment of liquefaction potential of sandy soils using TxSS and P-RAT data Samaneh Amirpour Harehdasht, Mourad Karray, & Mahmoud N. Hussien Department of Civil Engineering – Université de Sherbrooke, Sherbrooke, QC, CanadaMohamed Chekired Institut de Recherche d’Hydro-Québec, Varennes, QC, Canada Anna Chiaradonna Department of Civil, Architectural and Environmental Engineering – University of Naples Federico II, Napoli, Campania, Italy

As an alternative to the field-based liquefaction resistance approach, cyclic triaxial simple shear tests TxSS and piezoelectric ring-actuator technique, P-RAT, were used in this study to develop a laboratory-based correlation between cyclic resistance ratio CRR and over-burden stress-corrected shear wave velocity, VS1. This paper presents a new alternative apparatus TxSS, in which triaxial and simple shear tests are combined to evaluate lique-faction resistance of soils in the laboratory. A series of strain-controlled laboratory tests of a silty sands of Québec city was performed using TxSS apparatus, and the results were integrated with cyclic triaxial test to validate. Cyclic shear resistance results of silty sands was assessed from combined experimental and numerical TxSS tests, using the well-known energy-based concept of liquefaction potential. The results show a good agreement with those of cyclic triaxial tests applying the correction factor cr. In addition, this study shows that combining the laboratory TxSS and P-RAT tests, together with the numerical energy based simulations, would lead to the promising alternative approach to assess liquefaction potential of sands over a wide range of earthquake magnitude.

752 - Use of TxSS test for assessment of post seismic behaviour of soils Aya Bayoumi, Mourad Karray, & Mahmoud N. Hussien Département de génie civil, Sherbrooke, QC, Canada Mohamed ChekiredHydro-Québec, Montréal, QC, Canada

Under seismic excitation, pore water pressure in saturated soils deposits is known to build up leading to liquefaction or loss of strength. The pore water pressure then begins to dissi-


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pate accompanied by some volume change of the soil deposits and consequently observed settlement of the foundations and the structures. Although it is easy to visualize that soil permeability has a major influence on the energy dissipated, generation and the dissipation of the excess pore water pressure and therefore on the vertical ground deformation that results in considerable damage to buildings and structures, little is known about its real impact on the time history of the excess pore water pressure during and after liquefaction. This is, of course, due to the limitations of most of the available cyclic tests that customarily estimate the generation of the excess pore water pressure from the corresponding volume change of the tested soil sample (Ex. DSS), a condition that cannot be correctly applied to the pore water pressure dissipation phase. In this paper, the new combined triaxial simple shear (TxSS) apparatus that allows the direct measurements of both the generation and dissipation of pore water pressure during shaking has been employed to comprehensively study the effect of the initial soil permeability during cyclic loading of soil samples on the excess pore water pressure before, during and after liquefaction. Taking permeability into account, this paper elaborates the availability of a direct correlation between the dissipated energy and volumetric strain after liquefaction. Different soils types will be considered in this study to show that there is a possibility to establish a well relation between permeabil-ity and dissipation mechanism directly from the obtained results.

UNSATURATED SOILS II Monday October 2, 2017 | 13:45 - 15:15 | Room 202

179 - Experimental model to investigate the axial force-displacement behavior of a pipeline in an unsaturated sandy soilMohammed Al-Khazaali1,2 & Sai K. Vanapalli1

1Department of Civil Engineering – University of Ottawa, Ottawa, ON, Canada 2Building and Construction Engineering Department - University of Technology, Baghdad, Iraq

A comprehensive experimental model is required for reliable investigation of the behavior of unsaturated soil-structure interaction problems simulating different soil-matric suction profiles. The focus of current study is directed towards developing a reliable testing technique to study the performance of a pipeline buried in sand under both saturated and unsaturated conditions. To achieve this objective, a novel testing system which constitutes of a specially designed test tank that is equipped with a drainage system which facilitates in achieving vari-ation in matric suction profile using hanging column technique was used. The axial force-dis-placement of a prototype pipe buried in sand under saturated and unsaturated conditions were investigated. The limited pipe pullout test results undertaken in the present study sug-gest that the measured axial force exerted on a pipe in unsaturated sand is significantly higher compared to saturated condition. Therefore, practitioners using the presently available design standards that are based on saturated soil mechanics may be under estimating the stresses and strains in the pipelines buried in soils under unsaturated conditions.


190 - Modified shear deformation method for analyzing the load-displacement response of a single pile in expansive soil upon infiltration Yunlong Liu & Sai K. Vanapalli Department of Engineering – University of Ottawa, Ottawa, ON, Canada

Safety and stability of various infrastructure constructed in regions with expansive soil deposits are significantly influenced by heave or settlement problems due to changes as-sociated with the soil natural water content. Piles are widely accepted in conventional geotechnical engineering practice as most suitable foundations to carry the loads safely alleviating heave and settlement problems. However, the mechanical behavior of piles are significantly influenced by infiltration or evaporation of natural water content (and matric suction) in expansive soils. In this study, considering the ground heave and variations of soil properties with respect to matric suction, the traditional shear deformation method which is based on saturated soil mechanics principles, is modified for the analysis of the head load-displacement response of a single pile in an expansive soil deposit upon infiltration. An example problem of single pile in a typical expansive clay is analyzed to illustrate the modified method. The modified method is capable of simulating the pile head load-dis-placement response upon infiltration using limited soil parameters that can be determined from conventional laboratory tests. The proposed method facilitates a quick and reasonable evaluation of displacement of pile in expansive soil upon infiltration that can be used in engineering practice applications.

235 - Shrinkage Curve Evaluation using a 3D scanner Jonathan M. Wong & David ElwoodDepartment of Civil, Geological and Environmental Engineering – University of Saskatchewan, Saskatoon, SK, CanadaDelwyn G. FredlundGolder Associates, Saskatoon, SK, Canada

As a soil sample dries, its volume decreases with the decrease of its water content. The shrinkage limit is defined as the volume of water that can be injected into a completely dried sample provided no volume change is allowed. The Shrinkage curve illustrates the relationship between change in void ratio and the change in water content. Historically, the shrinkage limit has been determined by simply oven drying a sample and measuring the final void ratio. If a complete shrinkage curve were desired, then the sample volume would be required at several water contents throughout drying. This poses several prob-lems including the need for consistent dimensionality of a given sample or immersing the sample into mercury and measuring the subsequent volume. This paper presents the results of evaluating the change in volume throughout the entirety of the Shrinkage Curve using a commercially available 3D scanner. The work was carried out on a series of soils ranging widely in plasticity including silt, kaolinite, bentonite as well as several till samples. Testing of the scanner accuracy indicates that the unit was capable of measuring a 7,000 mm3 disk with an accuracy of approximately 11% of the total volume with a standard deviation of


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~120 mm3. In order to increase the accuracy, a metallic object with a similar shape and dimensions to the soil sample was scanned to provide a suitable calibration factor which improved the accuracy considerably.

275 - Residual Shear Strength of Unsaturated Soils Xiuhan Yang & Sai K. Vanapalli Department of Civil Engineering – University of Ottawa, Ottawa, ON, Canada

Residual shear strength is a key parameter required for the analysis and design of slopes, retaining walls and foundations of fine-grained soils that undergo relatively large defor-mations. There is evidence in the literature to show that several geotechnical infrastructure constructed within or with fine-grained and unsaturated expansive soils have undergone large deformations, prior to their failure. There is significant information in the literature with respect to the residual shear strength of saturated soils; however, data for unsaturated fine-grained soils both from laboratory and field studies is rather limited. In recent years, some investigations have been carried out with a focus: (i) to develop modified apparatus to measure the residual shear strength of unsaturated soils; (ii) to understand the role played by matric suction on the residual shear strength of unsaturated soils; (iii) to understand the effects of several factors (e.g. plasticity, pre-shearing and suction history) on the un-saturated residual shear strength. In this paper, the advancements and limitations of these investigation studies is summarized succinctly. A case study where residual shear strength behavior of unsaturated soils is of interest in geotechnical practice is highlighted. In addi-tion, summary is provided to detail how these problems can be addressed using our present understanding of the mechanics of unsaturated soils.

291 - Vertical deformations of compacted tills during wettingJean-Marie Konrad, Luc Boisvert, & D. FrançoisDepartment of Civil and Water Engineering – Université Laval, Québec City, QC, Canada

Oedometric loading tests were carried out on particles smaller than 5 mm on two tills with different fines contents (<80 μm). Different placement conditions (density and water content) and different testing conditions were studied. The oedometric cell used had a 203 mm diameter and loadings were carried out up to 2 MPa. The cell allowed water perme-ation from bottom to top and permitted to apply a hydrostatic pressure of 400 kPa to the specimens before or after loading. In addition to the study of the influence of fines con-tent on the compressibility of the different till specimens submitted to vertical oedometric loading, this paper also shows the influence of wetting (submersion) of specimens with or without hydrostatic pressure on till deformability.

677 - Effects of hydraulic balance time on the shear strength of an unsaturated granular soil at various densities Reza Imam, Sajjad Vaseghi Maghvan, & Maryam Saaly Department of Civil and Environmental Engineering – Amirkabir University of Technology, Tehran, Iran


Conventional direct shear tests were used to study effects of the time an unsaturated gran-ular soil left to reach hydraulic balance, on its shear strength. Samples at three relative densities were tested 30 minutes and 24 hours after adding moisture. All samples were tested at five different water contents to evaluate effects of degree of saturation on their shear strength. Soil-water characteristic curves of the soil were determined using the fil-ter-paper method. Results of the study indicate that the time left for hydraulic balance of the unsaturated soil resulted in an increase in its shear strength. Moreover, increase in soil relative density led to increase in soil suction, and, as expected, increase in relative density resulted in an increase in its shear strength. However, for a certain density, shear strength initially increased with increase in water content (soil suction) up to a certain value, after which strength started to decrease with increase in moisture.

MINING - HARD ROCK IIMonday October 2, 2017 | 13:45 - 15:15 | Room 201

832 - Preliminary assessment of tailings pulp thickening using recycled super absorbent polymers Amal Sahi, Tikou Belem, Abdelkabir Maqsoud, & Mamert Mbonimpa Research Institute on Mines & Environment, University of Quebec UQAT, QC, Canada

This paper deals with the use of recycled superabsorbent polymers (rSAPs) as promising hard rock mine tailings dewatering alternative owing to their abilities to absorb and immo-bilize very large amounts of water. In this regard, a series of laboratory tests were carried out using two types of rSAP (finer and coarser) for assessing their dewatering capacity of tailings pulp. Different dosages in the range 4.2-12.9 kg of rSAP/m3 of tailings pulp were tested. The finer polymers exhibit a higher absorbency (or swelling capacity) than the coarser polymers. By fixing the target final solid mass concentration Cw%_final of 70% to be reached, preliminary results showed that a dosage in the range 10.4–12.9 kg/m3 of rSAP can allow achieving Cw%_final in the range 70-88%, despite the assumption of the occurrence of gelblocking phenomenon. In addition, the residence time of polymers does not seem to have a major impact on the rate of water absorption.

840 - A semi-empirical model for the formulation of cemented paste backfills according to their potential predicted compressive strength Tikou Belem & Amal Sahi Research Institute on Mines & Environment, University of Quebec UQAT, QC, Canada

In this paper, a time-dependent semi-empirical model was proposed for predicting the potential strength development of cemented paste backfill (CPB) only from the physi-cal-chemical characteristics of the basic ingredients (i.e., tailings, binder, and mixing wa-ter). These characteristics include the chemical composition, the reactivity, and the propor-tion of binder, the particle size distribution of tailings and the solid mass concentration of


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the backfill mixtures. Numerous backfill mix recipes were prepared in the laboratory with different types of binder at different proportions and different curing times in order to de-termine their unconfined compressive strength (UCS). The UCS data were then used for the developed model verification. Overall, it was observed that the semi-empirical model underestimates the experimental data. That is considered satisfactory and very promising since the prediction is conservative.

880 - The influence of sulphate content on the reactivity of cemented paste backfillZaid Aldhafeeri & Mamadou FallDepartment of Civil Engineering – University of Ottawa, Ottawa, ON, Canada

Cemented paste backfill (CPB) technology has been widely practiced in many mines worldwide. It seems to be an optimal management option for sulphidic tailings. Typically, the CPB is an engineered mixture of tailings, a hydraulic binder and water used to fill the voids left by ore extracting processes. This paper presents the results of an experimental study to investigate the effects of initial sulphate content of CPB on its reactivity. Oxygen consumption (OC) tests as well as microstructural analyses were conducted on mature CPB specimens. The specimens were prepared by mixing defined amounts of pyritic tail-ings (45% wt.), various amounts of Portland cement Type I alone or partially replaced with different amounts of mineral admixture (slag and fly ash), and water with various sulphate concentrations (0 ppm and 25,000 ppm) at room temperature for 150 days. The results show that the sulphate has negative effect on the CPB reactivity regardless of the type of binders. This is due to the combined effects of two main mechanisms: (i) the sulphate-in-duced inhibition of binder hydration reactions and (ii) the formation of excessive amount of secondary expansive minerals. Also, the results show the reactivity of CPB specimens is reduced by addition of slag as a partial replacement of cement.

337 - Controlling water infiltration in waste rock piles: Design, construction, and monitoring of a large-scale in-situ pilot test pileVincent Martin2, Bruno Bussière1, Benoît Plante1, Thomas Pabst2, Michel Aubertin2, Fernando Medina2, Marie-Lin Bréard Lanoix2, Adrien Dimech2, Julien Dubuc2, Bissé Poaty1, Robert Wu3, Jeffrey McKenzie3, Stefan Broda4, & Dan Chen5

Research Institute on Mines and the Environment UQAT-Polytechnique1Université du Québec en Abitibi-Témiscamingue, Rouyn-Noranda, QC, Canada2Polytechnique Montréal, Montréal, QC, Canada3Department of Earth and Planetary Sciences – McGill University, Montréal, QC, Canada4Bundesanstalt für Geowissenschaften und Rohstoffe (BGR), Berlin, Germany5Rio Tinto Iron and Titanium, Sorel-Tracy, QC, Canada

Waste rocks, without economic value, are extracted from mines to access the ore body. They are usually stored in waste rock piles at the surface. Such piles can generate contam-inated mine drainage when the waste rock contains reactive minerals (mainly sulfides). Management and reclamation of waste rock piles can be costly and technically challenging,


due to their complex characteristics. A new method was proposed to optimize the deposi-tion of waste rock in piles, using bench construction. The configuration aims at controlling water infiltration with inclined layers of finer-grained material that divert water towards the exterior of the pile where non-reactive wastes are placed. An experimental waste rock pile was constructed at the Lac Tio mine near Havre-St-Pierre (Quebec) to evaluate the response of the proposed method under field conditions. An inclined compacted cover composed of sand and of crushed non-reactive waste rock was placed at the surface of the pile to limit vertical infiltration and prevent water contamination. This article presents the design, construction, and instrumentation of the experimental waste rock pile. Early results illustrating the hydrogeological and geochemical behaviour of the system are also introduced and discussed.

298 - Probabilistic Analysis of a Tailings Dam using 2D Composite Circular and Non-Circular Deterministic Analysis, SRV Approach, and RLEM Brigid Cami, Sina Javankhoshdel, Jeff Lam, & Thamer Yacoub Rocscience Inc., Toronto, ON, Canada Richard J. Bathurst GeoEngineering Centre at Queen’s-RMC, Department of Civil Engineering – Royal Military College of Canada, Kingston, ON, Canada

The Random Limit Equilibrium Method (RLEM) is a relatively new method of prob-abilistic slope stability analysis which uses a combination of 2D random field theory and circular or non-circular limit equilibrium methods. This study uses data available from the Mount Polley Tailings Dam breach in order to 1) compute soil property correlation lengths, 2) calculate deterministic factor of safety (FS), 3) calculate probability of failure (PF) using a Single Random Variable (SRV) probabilistic analysis, and 4) calculate PF using the RLEM, using a search of potential composite circular and non-circular failure geometries. The results from both methods are compared including the influence of the choice of coefficient of variation (COV) of soil input parameters. It is shown that PF in-creases with increasing COV. Non-circular analyses result in higher PF values when com-pared to composite circular search methods. It is shown that considering spatial variability of soil properties in the vertical direction reduces the calculated probability of failure from composite circular or non-circular RLEM analyses when compared to the SRV approach.

496 - Estimation of Geotechnical Properties of Leached Coarse Material Leonardo Dorador, David Anstey, & Josefina UrrutiaIndependent Consulting, Vancouver, BC, CanadaGolder Associates Ltd, Calgary, AB, CanadaDepartment of Civil Engineering – University of Chile, Santiago, Chile

Obtaining geotechnical properties, such as shear strength and stiffness, for coarse granular soils can be difficult because of the scarcity of appropriate equipment, high cost of testing


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and the time implications associated with analyzing large specimens. This work considers the potential to scale geotechnical parameters for coarse leached ore samples by testing finer material subsets obtained using the parallel gradation method. The testing program considered a comprehensive geotechnical characterization and triaxial compression tests on specimens from 5 × 10 cm to 100 × 200 cm in size, under confining pressures between 0.1 and 2.5 MPa. The results indicated that both shear strength and stiffness decrease as specimen particle size decreases, highlighting the practical difficulties in estimating the shear strength and stiffness of leached coarse materials. A method that applies testing of multiple model gradations is proposed to improve the accuracy of predicting geotechnical properties for coarse leached materials at an economical scale.

RELIABILITY AND RISK I Monday October 2, 2017 | 13:45 - 15:15 | Room 203

158 - Probabilistic analysis of cohesive-frictional slopes using the RLEM (circular and con-circular) and the RFEMSina JavankhoshdelGeomechanics Specialist, Rocscience Inc., Toronto, ON, CanadaBrigid CamiEngineering Communications Specialist, Rocscience Inc., Toronto, ON, CanadaRichard J. BathurstGeoEngineering Centre at Queen’s-RMC, Department of Civil Engineering – Royal Military College of Canada, Kingston, ON, CanadaThamer YacoubPresident, Rocscience Inc., Toronto, ON, CanadaBrent CorkumChief Technology Officer, Rocscience Inc., Toronto, ON, Canada

The random finite element method (RFEM), the non-circular random limit equilibrium method (non-circular RLEM), and the circular random limit equilibrium method (circular RLEM) are used to investigate the influence of isotropic spatial variability of soil strength parameters on probability of failure of cohesive-frictional soil slopes. The RFEM uses a combination of 2D random field theory, FEM, shear strength reduction, and Monte Carlo simulation. The non-circular RLEM uses a combination of 2D random field theory, non-circular slip method, and Latin Hypercube simulation (or Monte Carlo simulation). The circular RLEM uses a combination of 2D random field theory, classical circular slip LEM of slices, and Latin Hypercube simulation (or Monte Carlo simulation). In this pa-per, all three methods are used to investigate the influence of isotropic spatial variability of soil strength parameters on probability of failure and the results are compared. It is shown that in cases where the failure mechanism is close to a circular shape, the outcomes of all three methods are in good agreement. In other cases, RFEM can predict more compli-cated failure mechanisms than circular failure type. In these cases, non-circular RLEM is in good agreement with RFEM results. Cross-correlation between the random fields


(negative correlation between cohesion and friction angle; positive correlation between cohesion and unit weight; positive correlation between friction angle and unit weight) is also considered. It is shown that considering possible practical correlations between all soil input parameters reduces the probability of failure. Computation times between the three methods are recorded. It is shown that non-circular RLEM results that are in good agree-ment with RFEM results are generated with much shorter computation times.

317 - Statistical Analysis of Design Methods for the Axial Capacity of Single Pile in Ontario SoilsMarkus Jesswein & Jinyuan LiuDepartment of Civil Engineering – Ryerson University, Toronto, ON, CanadaMei Tzeang Cheong & Colin McCreathArup Canada Inc., Toronto, ON, Canada

This paper presents a statistical analysis of the performance of design methods for the axial capacity of single piles in Ontario soils. Piles are commonly used to support bridges and buildings. However, the uncertainties in designs and variability of soil conditions, especial-ly with glacial deposits in Ontario, may lead to conservative designs. The goals of this study were to evaluate the accuracy of current design approaches for the ultimate pile capacity. Over four decades, the Ministry of Transportation of Ontario accumulated a database of more than 100 pile load tests, and a total of 31 piles tested in either fine- or coarse-grained soils were selected for this study. Results from pile load tests were compared by a statistical analysis to predicted values. The statistical analysis evaluated the consistency and accuracy of each design method. The method by Kolk and Van der Velde (1996) was the most ac-curate approach for a pile in fine-grained soils, and the empirical method by Wolff (1989) is preferred for piles in coarse-grained soils.

430 - Probabilistic Analysis of Frost Depth and Adfreeze Stress for Pile Design Gennaro Esposito & Niya Tewfik Shell Project and Engineering Services, Calgary, AB, Canada

In Western Canada, small structures used for well pads and oil and gas processing facili-ties are usually supported by steel pipe piles. Despite the modest vertical loads, often pile lengths in excess of 8-9 m are selected to resist the uplift force caused by adfreeze stress. We reviewed available geotechnical information from previous soil investigation, climatic data, and literature concerning the variability of the adfreeze stress and developed a probabilistic subsurface model to estimate the variability of frost depth and adfreeze stress in Fox Creek AB. The distributions of subsurface and climatic conditions were randomized within a Monte Carlo (MC) framework which allowed calculating the distribution of maximum frost depth, maximum adfreeze stress, and pile resistance within the unfrozen portion of the subsurface. After selecting a return period adequate for the level of risk, pile resistance design parameters were finally obtained. The results of the study show that an embedment depth between 5 and 6 m is sufficient to resist frost uplift when designing piles in the area.


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441 - Effectiveness of Blow-Count to Assess the Serviceability Reliability of a High-Speed Train Piled Foundation Gennaro Esposito Shell Project and Engineering Services, Calgary, AB, Canada Gennaro Esposito Shell Project and Engineering Services, Calgary, AB, Canada

Blow-count is used to verify that the pile design capacity is achieved during driving. It is commonly assumed that if a pile is driven at or above the design capacity, it automatically satisfies serviceability design. This assumption was also used for a large high-speed train project where the reinforced concrete track was supported by pre-cast concrete piles driven to a bearing layer underlying very soft deposits. A blow-count of 10 blow per 25 mm was one of the construction quality control criteria to satisfy both ULS and SLS design conditions. Blow-count was not performed on each pile. A probabilistic analysis was conducted to de-termine if blow-count is effective in proving that the pile foundation satisfies the SLS target reliability index. The results indicate that this is not the case. The small settlement target had the same probability of occurrence regardless of whether blow-count was conducted or not.

459 - Numerical Shape Factors for Field Permeability Tests in Unconfined Aquifers Lu Zhang & Robert P. Chapuis Department CGM – Ecole Polytechnique de Montréal, Montréal, QC, Canada

The shape factor (c) is an important parameter for the interpretation of field permeability tests. It can affect the accuracy of the hydraulic conductivity value in aquifers. This papa presents the numerical modelling of variable- and constant- head tests in unconfined aqui-fers, under steady and transient state, considering the unsaturated portion of the aquifer. Different aquifer materials, dimensions and positions of the water injection zone, and radi-al distances of the external boundary are modelled to study their influences on the numer-ical c values. For isotropic and homogeneous aquifers, the water retention curve has little influence upon the numerical c. Water injection zones at different positions yield similar c values when the length of the screen is constant. With the increase of the radial distance, however, the numerical c decreases due to the decrease in radial gradients. The numerical values are then compared with the theoretical values obtained from the equations of Bou-wer and Rice (1976) and Hvorslev (1951). The paper presents practical recommendations for selecting the shape factor of a monitoring well installed in an unconfined aquifer.

862 - Probabilistic Seismic Design of Geotechnical SystemsGordon A. Fenton & Farzaneh NaghibiDalhousie University, Halifax, NS, Canada

Designs of geotechnical systems are typically aimed at specific lifetime reliability index tar-gets corresponding to serviceability and ultimate limit states. The lifetime reliability targets for extreme limit states, such as earthquakes, should be consistent with ultimate limit state


reliability targets. However, current design practice of structural and geotechnical systems against extreme limit states do not necessarily result in lifetime reliability indices which agree with those aimed at for static conditions. This paper investigates some possible approaches to calibrating an agreement between static and seismic design code target reliability indices for geotechnical systems. The total probability theorem is used to estimate the reliability of a geotechnical seismic design according to the performance-based design specifications of the Canadian Highway Bridge Design Code and to determine the required target reliabilities associated with each return period design check. The results are preliminary but suggest that seismic design may have a higher failure probability than current static designs.

GEOHAZARDS I - TRANSPORTATION GEOTECHNICS/PIPELINESMonday October 2, 2017 | 13:45 - 15:15 | Room 208

160 - Assessing and Monitoring the Impacts of Very Slow Moving Deep-Seated Landslides on Pipelines Doug Dewar, Ed McClarty, & Andy TongEnbridge Inc., Calgary, AB, Canada

Many pipelines are routed through unstable areas with large, very slow moving, deep-seat-ed landslides. Typically, geotechnical assessments of these landslides characterize the movement using conventional geotechnical techniques involving subsurface assessments/monitoring and surface surveying techniques. These conventional geotechnical techniques provide a means to accurately characterize landslides but provide limited information on the landslide/pipeline interaction. Many new techniques for monitoring pipe deformation and strain have become available to quantify rather than model the impacts of landslides on pipelines. Examples of the use of pipe monitoring techniques to identify, characterize and monitor the impacts of very slow moving landslides are provided. Going forward, it is expected that a significant portion of work assessing impacts to pipelines crossing very slow moving, deep-seated landslides will likely favor pipe monitoring techniques as opposed to soil/pipeline interaction modeling.

195 - Landslides Triggered by Extreme Climatic Events: A Case Study of the Closure of the Canadian Pacific Mainline Track near Kenmare, ND Allen Kelly, Ryan Kozun, & Wayne CliftonClifton Associates Ltd., Regina, SK, Canada Danny WongCanadian Pacific, Calgary, AB, Canada

The North American Great Plains experienced extreme climatic events in 2011 which led to unprecedented landslide activity. A wet fall in 2010 was followed by a quick freeze that


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trapped moisture in the ground. The abnormally high snowpack through the winter of 2011 followed by a rapid spring melt and an unusually high amount of spring precipitation triggered numerous landslides and debris flows that impacted regional infrastructures. This paper presents a case study of the Canadian Pacific mainline track outage through the Des Lacs National Wildlife Refuge near Kenmare, North Dakota. Six valley wall landslides seated in Paleocene Tongue River Formation clays along the valley wall closed the track for eight days in April 2011. This paper documents the successful remediation of the land-slides through to the fall 2012. Environmental constraints created unique challenges to remediation of unstable slopes in an environmentally sensitive zone. The Refuge located either side of the mainline track through the landslide zone was designated a globally important bird area and one of the most important bird sanctuaries in the United States; therefore, the remediation required extensive coordination between the stakeholders and an international multidisciplinary response team to complete the work in a timely manner.

399 - The use of airborne LiDAR in understanding ground hazards for large pipeline networks Megan van Veen, Matt Lato, Joel van Hove, & Greg HunchukBGC Engineering Inc., Toronto, ON, CanadaJoel Babcock & Jan BracicPembina Pipeline Corporation, Calgary, AB, Canada

Pembina Pipeline Corporation manages 700 km of oil pipelines in the Swan Hills region of Alberta, approximately 500 km of which are currently in operation. The challenging terrain in this area presents a significant inventory of geohazards to the safe operation of the pipelines including deep-seated landslides in bedrock, shallow to moderate depth slides and slumps within surficial soils, and stream bank erosion. In this paper we explore the use of Airborne Laser Scanning (ALS) change detection to assist in identifying and characterizing geohazards and recognizing anthropogenic changes within, or in proxim-ity to, the pipeline right-of-ways. Sixty areas within a 4,800 square kilometre study area were evaluated using ALS data spanning eight years. This process was used as part of a screening process to prioritize sites for field inspection and detailed assessment based on the observed activity and the pipeline’s vulnerability to the hazard. We also explore the lim-itations of this analysis in identifying ground changes based on the geometry and type and direction of the movement, as well as the limitations and errors that are introduced when comparing data of varying quality, as the capabilities of ALS are continually improving.

447 - Examination of buried corrugated metal culvert failure mechanisms using finite elements methodsE. Nakhostin, S. Kenny, & S. SivathayalanDepartment of Civil and Environmental Engineering – Carleton University, Ottawa, ON, Canada

Guidance on the key parameters influencing the culvert mechanical performance and es-timates of remaining life are needed to optimize repair-costs. The effect of local bending moments and the potential development of plastic hinge mechanism is usually not con-


sidered in the steel culvert design. This can be a potential failure mechanism depending on the level of soil support, and culvert failure can be controlled by modes other than hoop compression. In this paper, the behavior of circular corrugated steel culverts under live loading are simulated using finite element modeling procedures. A three-dimensional model of a deteriorated culvert/soil system was developed for cover depths of 0.45 m and 0.9 m. A galvanized steel culvert of 0.9 m diameter and 1.6 mm intact wall thickness was buried in sandy gravel soil. The load effects of a single wheel pair positioned over the crown of the culvert associated with the culvert bending moment and thrust load, which control the strength capacity, was examined. The numerical modeling procedures were developed and verified against third-party physical modeling studies. Results from this study demon-strate the importance of plastic hinge development in the deteriorated steel culverts and highlighted the effects on failure mode transition for varying degree of deterioration.

735 - Evaluation of the effect of burial depth and rainfall intensity on ground cave-in induced by a damaged sewer pipe Tae-Young Kwak, Ki-Yeon Kim, Min-Ho Lee, & Choong-Ki ChungDepartment of Civil & Environmental Engineering – Seoul National University, Seoul, Gwanak-gu, KoreaJoonyoung KimInstitute of Engineerning Research – Seoul National University, Seoul, Gwanak-gu, Korea

A large number of ground cave-ins in metropolitan areas, which can cause severe socioeco-nomic losses have been reported. A damaged sewer pipe is regarded as one of the primary causes of ground cave-ins. The discharge of soil particles through a damaged sewer pipe during groundwater infiltration induces soil loosening, underground cavities and occasion-ally ground cave-ins. To understand the mechanism of the development of ground cave-ins induced by a damaged sewer pipe, the internal deformation of soil need to be evaluated. In this study, a series of physical model tests reproducing ground cave-ins induced by damaged sewer pipe were performed to investigate the influence of the burial depth and the hydrau-lic pressure on the occurrence of ground cave-ins. The burial depth of sewer pipe and the rainfall intensity are mainly focused. During the tests, the response of the model ground was continuously measured at multiple locations. In addition, particle image velocimetry was also adopted to evaluate the displacement and to monitor the internal behavior.

428 - Centrifuge Modeling of Lateral-Axial Oblique Loading on Buried Pipelines in Cohesionless Soil G. Marcotte, S. Kenny, & S. SivathayalanDepartment of Civil and Environmental Engineering, Carleton University, Ottawa, ON, Canada

Pipelines may be subject to oblique loading conditions due to relative ground motion as-sociated with geohazards including ground subsidence, slope stability, frost heave and fault movement. Conventional guidelines for engineering stress analysis of pipe/soil interaction employ a series of orthogonal, independent springs, within structural based finite element modelling procedures, to represent soil reaction loads. This formulation cannot account for


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load effects during oblique pipe/soil interaction events. A series of reduced scale physical tests to investigate oblique load effects, in the lateral-axial plane, on a buried pipe in cohe-sionless soil were conducted in the C-CORE geotechnical centrifuge facility. A 46 mm diameter pipe was buried with a spring line cover depth of 2 and 4 pipe diam-eters was subject to an acceleration field of 6.25g and 13.25g, respectively. The shallow pipe modeled a 304 mm pipeline and was tested at angles of 0, 20, 50, 70, and 90 degrees within lateral axial plane. The deeper pipe modeled a 609.5 mm pipeline and was tested at angles of 0, 20, 30 and 90 degrees. The imposed relative pipe/soil motion was sufficient to extend beyond peak loading conditions. A biaxial load cell measured the soil reaction loads relative to the pipe longitudinal and transverse horizontal (i.e. lateral bearing) axis. Failure surfaces for the yield load and mobilization distances were established and compared with other physical tests and numerical simulations of oblique loading events. Observations on potential scale effects in the centrifuge tests and guidance on numerical models simulating oblique loading events are discussed.

COLD REGIONS IMonday October 2, 2017 | 13:45 - 15:15 | Room 206

139 - Modeling of Thermal Performance of Foundation Walls in a Cold Climate Pooneh Maghoul, Miroslava Kavgic, & Kirill Bobko Department of Civil Engineering – University of Manitoba, Winnipeg, MB, Canada

Since most efforts to improve the energy efficiency of buildings have concentrated pri-marily on above-grade envelopes, significant heat losses may occur due to the flow of heat from inside a building through the basement structure into foundation soils. Temperature changes generated in surrounding soils by heat losses may result in coupled moisture and energy transport. Cold climates lead to freezing of pore-water in soil near the ground sur-face. Freezing involves temperature gradients and moisture migration. Despite its impor-tance, the impact of phase change (freezing/thawing) on the thermo-hydraulic regime of unsaturated soils surrounding building foundations is not well known. The paper simulates coupled heat and mass transfer in the unsaturated freezing soil surrounding building foun-dations in cold climates and studies the impact of thermal insulation on heat loss through the basement wall and slabs.

216 - An experimental study of permafrost restoration under the seismic line in the wetland-dominated zone of discontinuous permafrost, Northwest Territories, Canada Michael Braverman1,2 & William Quinton1 1Cold Regions Research Centre, Wilfrid Laurier University, Waterloo, ON, Canada2GHD Canada, Waterloo, ON, Canada


Thermosyphons are closed-system heat extraction devices. They extract heat from the ground, contributing to cooling of frozen ground and maintaining temperature below zero and as such are useful for preserving permafrost. Two types of thermosyphons are used: pas-sive and hybrid systems. Passive one does not require any external power to operate. The hy-brid installation combines the passive system with a refrigeration compressor so that negative soil temperatures are maintained during summer. The most common type of thermosyphon uses a carbon dioxide filled vessel under a pressure varying from about 2100 to 4800 kPa. Thermosyphon technology is successfully used for stabilizing building foundations, dams and pipelines. While passive thermosyphons do not require extensive maintenance they do require specially trained personal for installation. Also the high cost of thermosyphons limit their extensive use below linear infrastructure. Liquid based thermosyphons were developed and tested as an inexpensive alternative to carbon dioxide system. This paper presents and discussed the technical aspects of liquid-filled thermosyphons and demonstrates their appli-cation in a region of degrading permafrost at Scotty creek, NW, Canada

286 - Shear Strength of Soils under Frozen and Thawed Conditions using a Large Direct Shear Box D. Stafford, E. M. De Guzman, & M. Alfaro University of Manitoba, Winnipeg, MB, Canada G. DoréUniversité Laval, Laval, QC, Canada L. ArensonBGC Engineering Inc., Vancouver, BC, Canada

Embankments in the Arctic are usually constructed during winter conditions to preserve the underlying permafrost and minimize environmental impacts. However, there is limited understanding as to how frozen soils compacted during winter conditions behave and how it impacts the overall performance of the embankment, especially during the first thawing season following winter construction. A series of direct shear tests were conducted on lab-oratory-prepared frozen soil to determine its shear strength properties using a large-scale direct shear equipment. Normal stresses of 25, 50, and 100 kPa were selected correspond-ing to the range of stresses expected in the field. Tests were conducted in an environmental chamber under frozen and thawed conditions. This paper presents the preliminary results of a testing program to understand the behaviour of high embankments with fill materials compacted frozen and experienced thawing.

396 - Infrastructure Frost Protection Using Rigid Plastic Foam Insulation – History, Engineering Principles and Case History ValidationGuy L. TitleyDow Chemical Canada ULC, Dow Building Solutions, Sarnia, ON, Canada

In cold climates, infrastructures like roadways, airport runways, buried utility lines are sub-ject to the effects of frost. Under certain circumstances frost-penetration may allow heave


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of the infrastructure. This can lead to reduced installation life and use safety issues for roadways/runways. The presence of freezing conditions near buried utility lines can cause line content freezing, heaving and physical damage. A design using strategically installed rigid plastic foam insulation can control and prevent the effects of frost. The engineering principles and concepts behind use of rigid insulation will be discussed. A brief history of plastic foam insulation and result of a few case studies will be presented. The proper selec-tion of insulation type for long-term soil contact is an important factor for infrastructure design life and sustainability and will be briefly discussed.

716 - Bituminous geomembranes used for extending cold weather construction periodsNatalie DalyAxter Coletanche Inc., Montréal, QC, CanadaBernard BreulAxter S.A.S., Paris, France

There are certain particular characteristics that enable bituminous geomembranes to be welded and installed in extremely cold temperatures. These technical characteristics will be described, and defined by test results completed in various cold climate countries. The international testing follows different testing requirement qualifications, and allows for projects to trust the resistance capabilities of bituminous geomembranes. Project examples of canals, dams and ponds will be described in which bituminous geomembranes were installed at construction sites in cold temperatures ranging from -15°C to -40°C (+5°F to -40°F) during the construction period. Special precautions were taken for each project to ensure that the bituminous geomembrane liner met all the requirements and found solutions for preventing ice complications. A review of the performance of bituminous geomembranes over time after 10 to 16 years will be described for the projects. The bitu-minous geomembrane can be installed during 10 or more months per year, even in very cold regions inside the Arctic Circle. With this advantage, there are large cost savings for clients in permitting delivery of a construction site earlier than scheduled, and a quick return on investment for a company to start their project operating sooner.

GROUNDWATER AND RESOURCES IMonday October 2, 2017 | 13:45 - 15:15 | Room 205 Chair: Sean Sterling

294 - Assessing Fluid Compatibility in Injection and Water Management SchemesSamantha Murphy & Hugh AbercrombieMatrix Solutions Inc., Calgary, AB, Canada

When in-situ waters mix with injected fluids in aquifers, permeability can decrease over


time if minerals precipitate. Assessing the compatibility of fluids before injection occurs can identify minerals most likely to precipitate. A method to assess potential for mineral precipitation is presented. The saturation index (SI) of minerals can indicate whether a mineral is likely to dissolve or precipitate in solution. Geochemical modelling is used to run mixing simulations that predict SI values of minerals during injection. The minerals with SIs predicted to increase have potential to precipitate; of those, minerals that can form in under the conditions and timeframe of injection pose a risk of reducing permeability. A case study is presented for an injection test where water from a shallow aquifer was to be injected to a deeper carbonate aquifer.

781 - Application of Fast-Orthogonal-Search Modelling Techniques for Simulation of Salinity in Groundwater in the Vicinity of Deltona, FLMajda El-jaat, Michael Hulley, & Michel Tétreault Department of Civil Engineering – Royal Military College of Canada, Kingston, ON, Canada

This paper presents the results of an application of an alternative approach, based on the Fast-Orthogonal-Search method (FOS) for the prediction of chloride concentrations, based on pumping forecasts, in the municipal groundwater supply of Deltona, FL. This is the first application of this novel approach to groundwater modelling in North America. FOS develops efficient predictive utilities using historical monitoring results. The available monthly chloride monitoring information and pumping rate data, spanning from 2007 through 2010, were split into independent FOS model development and validation data sets and the approach was tested. Results demonstrated that excellent predictions can be achieved using FOS, with RMSE’s of less than 25% of the average chloride levels. This work demonstrates the advantages of FOS and provides a framework for the development and testing of efficient predictive tools for any municipal groundwater supply.

260 - Évaluation du régime québécois de prélèvements d’eau souterraine : est-il durable sous sa forme actuelle? Alexandre Blais-Montpetit Parsons Inc., Regina, SK, Canada Caroline Béland-Pelletier CBP Consultation, Ottawa, ON, Canada

La durabilité du régime québécois de prélèvements d’eau souterraine a été évaluée. Le but était d’examiner si l’application du régime assurera une quantité et une qualité de l’eau aux générations actuelles et futures. Une grille multiparamétrique a été utilisées pour évaluer la durabilité du régime selon trois niveaux : faible, moyen ou élevé. Pour l’enjeu sur la quan-tité d’eau, le diagnostic suggère un rendement durable “ moyen ” au régime, alors qu’il est “ élevé ” pour l’enjeu sur la qualité de l’eau. Des éléments d’améliorations, en vue de rendre le régime plus durable, ont été proposés en guise de conclusion.


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797 - Regional-scale mapping of buried, surface-connected, karstic groundwater systems using dissolved CO2-O2 in groundwater Stewart M. Hamilton, Frank R. Brunton, & Elizabeth H. PriebeOntario Geological Survey, Sudbury, ON, Canada

Subsurface data from deep bedrock boreholes indicate that karst in Ontario is more widespread than can be observed on surface. Traditional methods for mapping of sub-surface karst include tracer tests, piezometric logging of monitoring wells and chemical techniques. However, these characterize individual, known systems. To date, there are no well-developed techniques that can map buried karst over a wide area.Here we describe a methodology that uses dissolved CO2 and O2 in groundwater to map areas in buried karstic carbonates that have a rapid hydraulic connection to surface. O2orig-inates in the atmosphere and has no geological sources. CO2 in groundwater originates largely in the soil zone and has few other geogenic sources in non-tectonic settings. Using an empirically derived lower threshold for a ‘CO2-O2 factor’ delineates a number of large regions in southern Ontario where groundwater is elevated in either or both gases; almost all of these are centred on areas of known karst. Groundwater geochemical and microbio-logical data show that these high CO2-O2-delineated regions have younger, more recently recharged groundwater with a relatively rapid connection to the surface environment.

461 - Hydrodynamics of temporary wetlands in Canadian Shield forest (Outaouais, Canada)Marjolaine Roux, Marie Larocque, & Sylvain GagnéCentre de recherche GÉOTOP, Département des sciences de la Terre et de l ’atmosphère,Université du Québec à Montréal, Montréal, QC, Canada Philippe NoletDépartement des sciences naturelles – Université du Québec en Outaouais, Ripon, QC, Canada

Vernal pools are geographically and hydrologically isolated wetlands commonly found in temperate forests of northeastern North America. Their hydroperiod affects faunal com-position and reproduction, and may have an influence on forest hydrology. The work pre-sented here studies the water budget of forest vernal pools, as well as the links between their hydroperiod and pool morphology, in order to identify the hydrological processes that regulate them. Sixteen vernal pools in the Kenauk Nature reserve (Outaouais region, Quebec) were surveyed and monitored since April 2016. The studied wetlands have areas ranging from 26.4 to 753.6 m2. Their maximum water depths varied between 0.16 and 1.80 m, and the pools were active between 32 and 86% of the time. The hydrologic regimes of vernal pools were influenced mostly by precipitation and evapotranspiration, and to a lesser extent by infiltration and surface outflow.


GENERAL HYDROGEOLOGY II Monday October 2, 2017 | 13:45 - 15:15 | Room 207Chair: Steven Usher

142 - Using Petrel to integrate geophysical datasets for investigating the three-dimensional hydrostratigraphic architecture of a buried valley network Samantha E. Morgan, Diana M. Allen, & Dirk Kirste Department of Earth Sciences – Simon Fraser University, Burnaby, BC, Canada Carlos J. Salas Geoscience BC, Vancouver, BC, Canada

An understanding of the three-dimensional hydrostratigraphic architecture of a buried valley network, in particular the continuity of permeable units within their fill, is needed to evaluate the resource potential and role of buried valley aquifers in regional groundwater flow. In this study, a Facies Modeling module in the reservoir modeling software Petrel is used to construct a geological model of a large buried valley network in the Peace River Region of Northeast British Columbia. The datasets used to construct the geological mod-el of the network include airborne time-domain electromagnetic (TEM) interpretations from a SkyTEM survey, corrected gamma-ray logs for oil and gas wells, and supplementa-ry lithologic information from water wells. Initial results of the geological model indicate accurate representation of the geophysical data and suggest that extensive permeable units within the buried valleys exist.

262 - Investigating Regional Groundwater Flow Influences on Slope Stability in Unlithified Materials R. Dandurand, D. Allen, & B. WardDepartment of Earth Science, Simon Fraser University, Burnaby, BC, Canada

Elevated pore water pressures play an integral part in slope failure; however, the nature of the regional groundwater flow regime is often not incorporated in slope stability anal-ysis. This research aims to improve our understanding of how the dynamic nature of the groundwater flow regime exerts control on the regional occurrence of landslides in unlith-ified materials. An integrated hydrogeological – geotechnical approach is used to inves-tigate the hydrogeological controls on slope stability in the Beatton River catchment of the Peace region of British Columbia. An interpretive transient groundwater model was developed using SVFLUX to investigate the role of geologic contact geometry, hydro-geological characteristics, and precipitation; the analysis of which highlights implications of the regional scale hydrogeological processes on slope instability. Future work will then use the resulting pore pressure distribution at different time slices to build a slope stability model of the Beatton River Slide using SVSLOPE.


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331 - Characterization of unsaturated hydraulic properties for soils used in Low Impact DevelopmentT. House, R. Bashir, J. Sharma, & U. KhanDepartment of Civil Engineering – York University, Toronto, ON, Canada

Low Impact Development (LID) is a growing storm water management (SWM) practice that is sustainable and has numerous documented benefits including reduced demand for infrastructure brought on by new developments, and notable reductions in contaminants in runoff water. This study models the unsaturated flow within typical LID filter media under different climactic conditions using Hydrus-1D software. A comparison of Soil Water Characteristic Curves (SWCCs) obtained from laboratory measurements and the Arya-Paris (A-P) physicoempirical method from the literature is provided. Numerical simulations were run using measured and estimated SWCCs. Results of the simulations were analyzed in terms of outflow from the filter media and water balance at the ground surface. Results show that for most practical purposes simulations using the A-P derived SWCC provide an adequate representation for most LID designs.

356 - Hydraulic properties for Devon silt considering volume change during drying Feixia Zhang & G. Ward Wilson Department of Civil and Environmental Engineering – University of Alberta, Edmonton, AB, CanadaDelwyn G. Fredlund Golder Associates Ltd., Saskatoon, SK, Canada

The coefficient of permeability function and the water storage function are two hydrau-lic property functions required for numerical modeling of transient seepage problems in-volving saturated-unsaturated soil systems. Inaccuracy in the estimation of the coefficient of permeability function and the water storage function can lead to erroneous numerical modeling results and significantly affect subsequent engineering decisions. Several meth-odologies presently available for the estimation of the unsaturated coefficient of permea-bility function are based on the assumption that no volume change occurs as soil suction is changed. The influence of the void ratio change and the influence of the degree of satu-ration change should be independently given consideration when estimating the hydrau-lic property functions for volume-change materials such as Devon silt. The permeability function for Devon silt is computed to illustrate both the influence of the void ratio change and the influence of the degree of saturation change.

362 - Recovery of the Carbonate Aquifer in the Downtown Winnipeg Area and the Impact on Geotechnical ProjectsJeffrey J. Bell & Justin E. NeufeldFriesen Drillers Ltd., Steinbach, MB, Canada

The City of Winnipeg is underlain by an extensive Paleozoic carbonate aquifer system that is


confined by a thick cover of lacustrine sediments and glacial till. Groundwater use in the city began in the early 1800’s and was largely shut down by 1919 with the opening of the Shoal Lake Aqueduct. In 1920, several major meatpacking industries developed in the St. Boniface area, which utilized the aquifer for mechanical refrigeration and processing. The industrial water supply resulted in the development of an extensive drawdown cone in the central part of Winnipeg. Since the early 1990’s, use of the aquifer in the Winnipeg area has greatly di-minished and static water levels in the carbonate aquifer have been recovering to conditions that have not previously been seen in many years. Presently, water levels have recovered some 8 meters in central parts of Winnipeg. This recovery has had a negative impact on certain deep geotechnical structures within the Winnipeg area. Deep lift stations, foundations, and underground parking structures have been impacted by the rising groundwater levels.

554 - Maintaining Stable Excavation Base by Depressurizing an Underlying Confined Artesian Aquifer: A Case Study in Richmond Hill, Ontario Stephen Di Biase1, Michael Rochetta1, & Athavan Nadarajah2, & Mike Fairbanks3

1Aquatech Dewatering Company, Maple, ON, Canada2Brennan Paving & Construction Ltd.3Environmental Services Department, Regional Municipality of York, ON, Canada

In support of the widening and reconstruction of Bayview Avenue in 2016, the Regional Municipality of York completed a comprehensive Environmental Assessment and engi-neering design studies. The purpose was to establish: a dewatering design plan, safe exca-vation depth calculations, monitoring and adaptive management planning (pre-, during and post-construction). As part of the construction works, the dewatering contractor in-stalled forty 150 mm dia. production wells and twenty-eight monitoring wells along a 1.5 km long alignment. A collective groundwater pumping rate of 8,400 m3/day achieved sufficient depressurization to maintain a stable base within excavated areas. Due to the comprehensive geotechnical engineering recommendations provided and the risk sharing agreement established between the owner and contractor, the aquifer depressurization sys-tem was swiftly established below budget and met performance expectations.

FIELD INVESTIGATION I - CPT, GEOPHYSICS, ETC.Monday October 2, 2017 | 15:45 - 17:15 | Room 204

181 - Verification and Normalization of Miniature Cone Penetration Test Results for Fraser River Sand Stephen Jones & Abouzar Sadrekarimi Department of Civil and Environmental Engineering – Western University, London, ON, Canada Matt Kokan GeoPacific Consultants Ltd., Vancouver, BC, Canada


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Previously, a miniature cone penetration test (MCPT) was developed at Western Uni-versity to recreate in-situ CPT measurements at a smaller scale in a laboratory setting. In this study, improvements have been made to the MCPT setup which include the ability to measure shear wave velocity (VS) of the sample as well as initiate anisotropic consoli-dation which permits KO conditions to be applied to the sample. Laboratory testing using the MCPT at Western University is performed with sands found along the Fraser River located throughout Greater Vancouver, British Columbia. Empirical correlations between CPT tip and sleeve frictional resistances and shear wave velocity are established based on results from the MCPT tests as well as in-situ seismic CPT tests. Specific correlations for normalizing CPT tip resistance and VS are also developed for the Fraser River sand.

202 - Statistical Correlations between undrained shear strength (CU) and both SPT- N value and net limit pressure (PL) for cohesive glacial tills Kanagaratnam Balachandran Exp Services Inc., Brampton, ON, Canada Jinyuan Liu Ryerson University, Toronto, ON, Canada Laifa Cao & Scott Peaker WSP Consultants Limited, Toronto, ON, Canada

This paper presents a statistical analysis of the correlation between the undrained shear strength (CU) and both standard penetration test blow count (SPT-N) and net limit pres-sure (PL) value for cohesive glacial tills in the city of Toronto. The Cu values were derived from the field vane shear test (FVST) and PL values were derived from SPT-N. This study is based on the results of a comprehensive geotechnical investigation for the Eglinton Crosstown Light Rail Transit (LRT) project in Toronto. This study focused primarily on the statistical correlations between CU and both SPT-N and PL value for cohesive glacial tills with different textures, such as silty clay till and clayey silt till. In this paper, the cor-relation equations between SPT – (N) 60 values and CU, PL values and CU are suggested for cohesive glacial tills. Additionally, the range of SPT – (N) 60, CU, PL and the pressuremeter constant (β) factor for cohesive glacial tills is suggested.

818 - Examining the effect of soil stiffness on vane shear test torque-rotation curves Mark Anthony StylerConeTec Investigations, Richmond, BC, CanadaErnest NaesgaardNaesgaard-Amini Geotechnical Ltd., Vancouver, BC, Canada

The field vane shear test (VST) is used in geotechnical practice to investigate fine grained soils and obtain the undrained shear strength (su)fv. Modern VST equipment can be used to record an entire torque-rotation curve during the vane test. This curve is not exploited by a practice that only requires values for the peak and remolded torques. In this paper we


report on an investigation of the effect of soil-stiffness on the VST torque-rotation curve. We examined analytical solutions for soil-stiffness, a numerical finite-difference model of the VST, and real VST data. We found that analytical solutions, in terms of the slope of the shear-stress versus rotation, grossly underestimate representative shear moduli. However, our finite-difference numerical modelling showed that the slope of the shear-stress versus rotation curve was proportional to the shear moduli. This conflict manifests as a large difference between the amount of rotation required to reach peak stress between real and simulated VST data. We found that this difference could not be attributed to twist in the vane deployment rods.

827 - Identifying contractive soils by CPT material index for flow liquefaction concerns Paul W. MayneGeorgia Institute of Technology, Atlanta, GA, United StatesMark Styler, David J. Woeller, & Jamie SharpConeTec Investigations, Richmond, BC, Canada

Soils that are prone to flow liquefaction and instability are contractive geomaterials that are normally-consolidated (NC) to lightly-overconsolidated (LOC) with values of yield stress ratio (YSR) in the typical range of 1 < YSR < 3. Using an established relationship for stress history in terms of the net cone resistance and CPT material index, the profile of yield stress is used to discern the boundaries between contractive and dilative soils within the context of critical state soil mechanics. The method is applied to several case studies where the findings are similar and compatible with a flow liquefaction methodology based on CPT soil behavior type.

722 - Correlation between concrete properties and sonic wavespeed using non-destructive field testing procedures Mudasser M.A. Noor, Gohe A. Metaferia, & Hicham (Sam) Salem AATech Scientific Inc., Ottawa, ON, Canada

The correlation between the sonic wave speed in concrete and its compressive strength is one that has caught the interest of many geotechnical professionals dealing with Non-De-structive Testing (NDT) of concrete foundations. The present paper reports the findings from a study carried out by AATech Scientific Inc. (ASI) Engineers. Multiple miniature concrete columns are built with different mixes varying the content of aggregates, sand, and cement materials, along with several molded cylinders of each batch. The compres-sive strength of the samples was determined following ASTM C39/C39M-17 and sonic wave speed was determined using low strain Pile Integrity Testing (PIT). Similar work has been published by others, however, the present study targets the effects of concrete mix proportions and age. The NDT testing method used in the present study is an industry standard Quality Control (QC) testing method used in the field, as opposed to laboratory ultrasonic testing.


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754 - Effects of wavelength in MASW test for detection of non-homogeneity in medium – laboratory experimental results Hassan Ali GHD Limited, Waterloo, ON, Canada Giovanni Cascante University of Waterloo, Waterloo, ON, Canada

For soils whose stiffness varies with depth, dispersion will cause the Rayleigh wave phase velocity to vary with frequency. Among the various test method, multichannel analysis of surface waves is a seismic test method that utilizes the dispersion characteristics of Rayleigh waves to estimate the stiffness and profile of ground. A laboratory MASW program was conducted on sandbox using accelerometers and state-of-art laser vibrome-ter. This unique study shows for the first time the effects of the mass of the accelerome-ters on wave propagation measurements. The MASW laboratory test results showed the effect of the frequency range on the calculation of the dispersion curve in the presence of an anomaly. The frequency response from accelerometer is 2-20 kHz while for laser the response is between 48 – 51 kHz. Coupling of geophone/transducer in laboratory surface waves testing is identified as a critical issue.

DAMS AND EMBANKMENTS Monday October 2, 2017 | 15:45 - 17:15 | Room 202

544 - Stability assessment of aging earth fill dam Moises Alfaro III, James Blatz, Marolo Alfaro, & Irene Olivia Ubay University of Manitoba, Winnipeg, MB, Canada

A number of earth dams in Canada are founded on glaciolacustrine clay deposits. This type of soil can have stability issues particularly in aging dams. Environmental loading such as wetting-drying and freezing-thawing produce fissures and can cause degradation in strength with time. This study provided an opportunity to assess the stability of an aging earth fill dam. A comprehensive field investigation was conducted. Shelby tubes with diameter of 102mm and 76mm were used to retrieve soil samples from the clay core and placed clay blanket respectively. A series of laboratory tests such as consolidated-undrained compression tests, direct shear tests, and 1D consolidation tests were performed to determine the strength and the deformation parameters. Finally, seepage and stress –deformation modelling as well as slope stability analysis were carried out to assess the stability of the earth fill dam.

567 - Settlement calculation and back-analysis of soil properties for large test embankments on soft clay deposits, Windsor, Ontario, Canada Marjan Oboudi, Raymond Hache, & Gwangha Roh Stantec Consulting Ltd., Markham/Ottawa, ON, Canada


Details of a comprehensive settlement monitoring program and interpretation of field measurements at the project site located in Brighton Beach, Windsor, Ontario, are pre-sented in this paper. The settlement monitoring program (carried out by others) consisted of constructing two large test embankments built in stages and instrumented with Set-tlement Monitoring Plates (SMPs), and Vibrating Wire Piezometers (VWPs), to mon-itor the behavior of the underlying thick soft clay deposits presented at the project site. Conventional settlement analyses were conducted to interpret the field measurements of pore water pressure and settlement, and consolidation parameters were calibrated. The calibrated soil parameters were used to estimate the amount of settlement associated with the anticipated utility construction with grade raise at the project site. Available field mea-surements from previously studied test embankments within and in the close vicinity of the project site were also considered for a comparison purpose.

761 - Rehabilitating Hardy Dam for Stability and Seepage Control R. Kenyon, J. Mann, & C. Robak KGS Group, Winnipeg, MB, Canada K. BrownOntario Ministry of Natural Resources and Forestry, Thunder Bay, ON, Canada

The Hardy Dam, located 5 km north of Atikokan, off of Highway 622, in northwest-ern Ontario, was constructed over Hancock Creek in 1957 as one of the water control structures of the former Steep Rock Mine. Since the dam’s construction, the north slope of the original Hancock Creek channel near the north abutment was subject to ongoing seepage and blowouts. Reverse filter granular toe berms were constructed in the area, but a groundwater depressurization system was ultimately required to control the seepage relat-ed instability. Two dimensional finite element based seepage / slope stability models were developed for the north abutment and the main dam. The modelling demonstrated that the north abutment was analytically unstable under high flowing artesian conditions that existed prior to the implementation of the depressurization system. The modelling also confirmed that the dam met specified criteria with respect to slope stability despite flowing artesian groundwater pressures at the dam’s toe.

762 - Comparison of Predicted and Measured Settlements of Reservoir Dikes on Lacustrine ClaysBrent Hay, Nelson Ferreira, & James BlatzTREK Geotechnical Inc., Winnipeg, MB, Canada

Winnipeg is located in the glacial lake Agassiz basin which consists of highly plastic lacus-trine clays overlying silt tills. Structures bearing on the lacustrine clays are typically sub-jected to long-term primary and secondary consolidation settlement. These consolidation settlements are a notable concern when considering the long-term design life of critical infrastructure. The Deacon Reservoir is located immediately east of the City of Winnipeg and provides fresh water from the Shoal Lake Aqueduct to the residents of Winnipeg. The facility contains four reservoirs (Cells); the first two were constructed between 1972


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and 1978 with the subsequent two between 1996 and 1997. The perimeter clay dikes are approximately 6 m above surrounding prairie and consolidation since construction has resulted in a reduction of freeboard with time. Settlements between 160 mm and 450 mm have been measured and a total of approximately 675 mm are predicted, corresponding to roughly 100 mm to 500 mm of additional settlement. The results of a consolidation analy-sis which examine the historic and potential future settlements for the Cells are presented. The results of the analysis show good agreement between the settlement calculated using 1-Dimensional consolidation theory and measured data.

873 - Summary of a drilling and large penetration test program to confirm the density of soils subjected to dynamic compaction for the Bay-Goose Dike at the Meadowbank Gold Project in Nunavut, Canada Charlie Harrison, Grant Bonin, & Fiona EsfordGolder Associates Ltd., Vancouver, BC, CanadaMichel Julien Agnico Eagle Mines Ltd., Toronto, ON, Canada

A drilling and large diameter penetration test (LPT) program was carried out, ahead of cut-off wall construction and grouting, in dike fill materials subjected to dynamic compac-tion for the Bay-Goose Dike at the Agnico Eagle Mines Ltd., Meadowbank Gold Project near Baker Lake, NU. The dike is necessary to allow open pit mining in the dry, adjacent to open water, and it was considered essential that the dike perform as designed. The purpose of the testing program was (1) to confirm that adequate compaction of the dike fill material was achieved, and (2) to confirm that fine grained sediments overlying bedrock at the base of the dike fills had been suitably removed. A method of testing was required that could reach the full depth (nearly 10 m) of the dike fill materials, which consisted of sand and gravel, and could be easily deployed to this remote site.The program was carried out using a modified, automatic trip hammer and a pile dynamic analyzer to measure the energy efficiency of the hammer. The correlation between the LPT and the standard penetration test (SPT) followed the method summarized by Daniel et al (2001). Although the drilling and testing program was carried out using an air-rotary downhole hammer, results of the testing program were considered to be representative of the actual dike fill conditions. This paper discusses the equipment used, the drilling and sampling methods carried out, and the results of the in-situ testing program.

227 - Two Cofferdam Failures – Technical Causes and Professional Practice Implications Storer J. BooneGolder Associates Ltd., London, ON, CanadaSarah E. M. PootGolder Associates Ltd., Whitby, ON, Canada


Two cofferdam failure case histories highlight technical and industry practice problems relat-ed to cofferdam design and construction in challenging ground. In both cases, soft soils and water pressures led to unstable base conditions, large-scale structural deformations and loss of structural integrity. Geotechnical issues leading to these failures were identifiable using well-known methods and raw data provided during contract tendering. Sophisticated, well-in-tentioned and experienced owners applied common contractual practices to project delivery. Some of these industry practices exacerbated risks associated with construction in adverse ground conditions. Review of relevant ground conditions, design challenges, contracting methods, geotechnical mechanisms of failure, and redesign/project-recovery approaches pro-vide insights toward changing practices and minimizing risks of similar failures in the future.

MINING - UNDERGROUND AND BACKFILL Monday October 2, 2017 | 15:45 - 17:15 | Room 201

124 - Coupled thermo-hydro-mechanical-chemical modeling of the geotechnical response of cemented paste backfill structures Liang CuiDepartment of Civil Engineering, Lakehead University, Thunder Bay, ON, Canada Mamadou Fall Department of Civil Engineering-University of Ottawa, Ottawa, ON, Canada

Cemented paste backfill (CPB) is extensively used in underground mines worldwide for ground support and tailings disposal. CPB is typically a mixture of dewatered tailings, a hydraulic binder, and water. Once placed in stopes, CPB must satisfy certain mechanical load or stability requirements to ensure a safe underground working environment for all mining personnel. The geotechnical response or behaviour of field CPB structure is controlled by complex coupled multiphysics processes, including thermal (T; e.g., tem-perature), hydraulic (H; e.g., suction, pore water pressure, degree of saturation, drain-age), mechanical (M; e.g. stress, self-weight load) and chemical (C; e.g., pore water and cement chemistries) (THMC) processes or factors. In the present paper, an integrated multiphysics (THMC) model for CPB structure has been developed and successfully validated against laboratory and field data. Then, the model has been used to simulate the geotechnical response of CPB structure in various practical field conditions.

178 - An empirical analytical solution for estimating the elastic stresses around typical mine stopes for the Mathews-Potvin stability analyses Philippe Pagé, Li Li, & Richard SimonResearch Institute on Mines and EnvironmentDepartment of Civil, Geological and Mining Engineering – École Polytechnique, Montréal, QC, Canada

The method of Mathews-Potvin is commonly used in the mining industry to analyze the stability of underground openings. It is also used to determine the maximum dimensions


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of stopes as a starting point for further stability analysis of underground openings. As another special application, it is used to estimate the minimum spans to ensure the cavabil-ity (self collapse) of ore rock in caving mining methods. However, the application of the Mathews-Potvin method usually requires numerical modeling to obtain a key parameter, called stress factor A. This limits its application in rock engineering. To overcome this limitation, a series of numerical modeling have been performed by considering different typical mine stope geometries. Empirical expressions based on these numerical results are then proposed to describe the stresses surrounding the stope walls. These expressions can directly be used to determine the stress factor A in the Mathews-Potvin method.

393 - Analytical solutions of Gibson’s model for estimating the pore water pressures in accreting deposition of slurried material under one-dimensional self-weight consolidation Jian Zheng, Li Li, & Thomas Pabst Department of Civil, Geological and Mining Engineering – École Polytechnique de Montréal, Montréal, QC, Canada Mamert Mbonimpa Department of Applied Sciences, Université du Québec en Abitibi-Témiscamingue (UQAT), Montréal, QC, Canada

It is a critical concern to evaluate the total pore water pressure (PWP) and excess PWP as-sociated with the self-weight consolidation of slurry deposition for the safety and stability of the confining structures (tailing dams and mine backfill barricades). To this end, the Gibson (1958) solutions are particularly interesting and useful. However, the equations cannot be di-rectly applied because the Gibson (1958) solutions contain an integral that cannot be treated by hand calculations. The Gibson (1958) solutions are not analytical expressions. In this paper, transformation was made to the integral contained in the Gibson (1958) solutions. This leads to truly analytical expressions of the Gibson (1958) solutions that can readily be used through calculations with commonly available computing tools like Microsoft Excel®. The proposed an-alytical solutions have been validated by numerical modeling with SIGMA/W. They can thus be used to estimate the (excess) PWP of slurry deposition confined in mine backfilled stopes or tailings dams with a pervious or impervious base.

622 - Stress Distribution Variations between Two and Three-Dimensional Analysis of Backfilled Stopes M. Shahsavari, M. Jafari, & M. Grabinsky Department of Civil Engineering – University of Toronto, Toronto, ON, Canada

Mined out voids (stope) are usually backfilled to provide support for further excavation and reduce the volume of surface disposed mine tailings. Over the past decade, cemented paste backfill (CPB) has gained popularity over other backfilling materials due to its high delivery rate and tight characteristics. Fresh CPB is held in the stope by a barricade that is built at the draw point. Safe and economic design of the barricade is dependent on a proper knowledge of stress distribution within the backfilled CPB. These stresses are de-


pendent on pore water pressure and the degree of arching that occurs between CPB and the much stiffer surrounding rocks. Most of the previous studies to incorporate arching into the prediction of barricade forces were either one or two-dimensional (e.g. Doherty and Muir Wood, 2016; Shahsavari and Grabinsky, 2016; and Mkadmi et al., 2013). Fahey et al. (2009) compared the arching degree that occurs in plane-strain and axisymmetric 2D simulations and provided guidelines so that both geometries would yield the same degree of arching. However, these analyses were never compared with a full 3D analysis. In the current study, a 3D stope backfilling scenario is simulated using FLAC3D and the results are compared with 2D plane-strain approximations. The transient pore pressures are also incorporated into the analysis. For the sake of simplicity of the analysis and emphasis on the role of arching on the barricade stresses the effect of cement hydration is ignored. Fi-nally, recommendations are made on how to properly approximate the 3D simulation with a proper 2D plane-strain analysis.

650 - A conceptual analytical solution for estimating the short-term pressure of paste fill varying from viscous to liquid state, placed in mine stopes Li Li & Jian ZhengDepartment of Civil, Geological and Mining Engineering – École Polytechnique de Montréal, Montréal, QC, Canada

In mine stope backfilling, a key issue is to estimate the fill pressures on barricades con-structed to retain the cemented paste backfill in place. Recent experimental results ob-tained by field measurements indicate that the pressures of cemented paste backfill shortly after the placement are close to the iso-geostatic pressure (commonly called hydrostatic pressure) based on the overburden of the backfill, due to the absence of arching effect. These results do not correspond to the barricade design recommendations given in text-books, which suggest slight construction of barricade to retain paste backfill. In this paper, a conceptual analytical solution is proposed to estimate the ratio of the vertical total stress at the stope center to that at the stope wall after taking into account the yield stress of the backfill. When the backfill is very viscous with a very high yield stress, the vertical total stress ratio can become very small, indicating very small pressure on the stope wall and barricade. A slight construction of barricade is indeed sufficient. When the backfill con-tains a lot of water and has a very low yield stress, the vertical total stress ratio may be close or equal to one, indicating high stresses on the wall or barricade. The barricade should be designed and constructed adequately.

815 - Cemented Paste Backfill Laboratory study: Sample preparation challenges M. Jafari, M. Shahsavari, & M. Grabinsky Department of Civil Engineering – University of Toronto, Toronto, ON, Canada

A full understanding of the response of Cemented Paste Backfill (CPB) needs to have high quality in-situ samples. Coring and preparation of in-situ samples are so difficult from this


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material due to different factors such as low strength and high void ratio. These difficulties have led the researchers to study the response of artificially cemented soils, where consis-tent uniform samples can be produced in the laboratory scales. In this paper, difficulties of preparing high quality CPB samples in the laboratory scale will be discussed and some related improvements will be mentioned.

RELIABILITY AND RISK IIMonday October 2, 2017 | 15:45 - 17:15 | Room 203

463 - Risk Associated with Hydraulic Fracture Height Growth Mohammad Oyarhossein1 & Maurice B. Dusseault2

1Department of Civil and Environmental Engineering – University of Waterloo, Waterloo, ON, Canada2Department of Earth and Environmental Sciences – University of Waterloo, Waterloo, ON, Canada

Hydraulic Fracture Stimulation (HFS) is a complex interaction between the Geometry of induced fractures – height, width, volume, branching… – and the Geology of stimu-lated formations – natural fracture and bedding plane fabric, stresses, geomechanical and transport properties – the G&G interaction. Taller fractures usually provide more suitable conditions to enhance productivity, particularly in thick shale gas sequences. However, un-wanted fracture height growth may result in unfavorable production outcomes, potentially environmental impacts on potable water sources, or even fluids escape at surface. Existing data indicate that shallow aquifer contamination and surface breakthroughs are exceeding-ly rare events; nevertheless, a quantitative probabilistic context is desirable for operators and stakeholders alike, and can help guide regulatory policy development. This paper dis-cusses sensitivity analysis associated with HF fracture growth to help address environmen-tal concerns in design phases. Having better fracture containment within the production zone leads engineers to consider as many G&G interactions as possible to assure designs are environmentally robust and economically viable – this study of fracture height growth in different conditions is part of overall risk assessment of HF impacts.

563 - Ottawa Transitway Rock Slope Risk Assessment João Renato R. Prandina & Gongda LuDept. of Civil Engineering – University of Ottawa, Ottawa, ON, Canada

Ottawa’s Transitway has been the core infrastructure of an efficient and great BRT system of Canada, exclusive roads with steep rock slopes along more than 3,2 km which are most of the time exposed, showing pieces of evidence that the risk for the users may have been increasing. In fact, the low number of geological events and its neglected consequences related to the rock slopes until now have created a perception of a low-risk area for all the local society. The main objective of this work is the assessment of the risk inherent to the conditions posed by these rock slopes using the geotechnical engineering point of


view. The limestone of the Transitway is deteriorating and this is a notable aspect for the geotechnical considerations. A practical method for rockfall, the RHRS – Rockfall Hazard Rating System was chosen. The results show hazards rating far from negligible. And be-cause Ottawa is inside a very active earthquake zone, the hazards of earthquake related to a more important failure, the planar one, is studied. The pseudo-static approach performed showed that a failure is not impossible at all. Once the hazard of rockfall and rockslide are relevant, the vulnerability of the elements subjected to an eventual landslide and its amounts are presented. An evaluation of the risk is conducted, showing the minimum rea-sonable direct consequences for some scenarios that may be caused by rockfall and a rock-slide. As conclusions, the risk assessment confirmed its relevance, earthquakes may cause landslides even though geological conditions are not the worst and the hazards are not the greatest. Factor of Safety has to be precisely updated to validate the risk status of the area.

590 - Risk assessment at outdoor operating small arms ranges: A Canadian case study Efrosyni-Maria Skordaki & Nicholas VlachopoulosRMC Green Team, Department of Civil Engineering – Royal Military College of Canada, Kingston, ON, Canada

Proactive risk management of operating small arms ranges (SAR) is necessary as spent am-munition at outdoor ranges can have a damaging effect on the environment. Heavy metals from projectiles or targets used at a range can potentially migrate in the environment. The RMC Green Team of the Royal Military College of Canada has conducted multiple risk assessments on SAR sites across Canada. This paper presents a bestpractices methodology that is based on our results obtained from long-term case studies on SAR in Canada. This methodology takes into account environmental and intrinsic (physical) parameters as well as usage and maintenance practices. The effective monitoring of firing ranges operations that is grounded in environmental stewardship principles can minimize impacts on human health, the environment and support sustainable usage of firing ranges.

616 - Guidance for steep creek hazard mitigation design in Canada Emily Moase1,2, Alex Strouth1, Matthias Jakob1, & Doug Stead2

1BGC Engineering, Vancouver, BC, Canada2Department of Earth Sciences – Simon Fraser University, Burnaby, BC, Canada

Steep creek hazards such as debris flows and debris floods pose considerable risks to moun-tain communities and infrastructure. In Europe and Japan, centuries of experience in steep creek hazard mitigation have produced substantial practical design knowledge. By com-parison, Canadian professionals have limited experience with engineered debris-flow and debris-flood risk management. To close the knowledge gap, we present a design approach that aims to improve the state of practice in Canada, drawing from local and international experience.


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833 - A Novel Assessment of Geomechanical and Fire Hazard in Offshore Platforms Kamelia Atefi Monfared & Negar Elhami KhorasaniDepartment of Civil, Structural, Environmental Engineering – University at Buffalo, Buffalo, NY, United States

Geo-environmental consequences of hydrocarbon operations and hostile environment on offshore platforms and life-threatening hazards – specifically fire – continue to be chal-lenges facing the oil and gas industry. This paper presents a novel investigation on two different risks factors affecting structural integrity of offshore platforms – geomechanical risks originating from deep subsurface, and fire – and is composed of two parts: nov-el recommendations on effective monitoring strategies based on unique geomechanical evaluation of production and injection operations, and state of the art assessment of risk management for fire hazard as it relates to structure-fire interaction. Geomechanical im-pacts of hydrocarbon operations are proposed to be identified as a risk factor. The second part of the paper discusses available probabilistic models to quantify uncertainties for fire hazard and material properties, which can be used for design or performance evaluation of an offshore platform.

236 - Reliability-based analysis of energy piles: a case study Dima Husein Department of Civil Engineering – University of Akron, Akron, OH, United States Zhe Luo Key Laboratory of Road and Traffic Engineering of the Ministry of Education, Tongji University, Shanghai, China

Geothermal piles are pile foundations that have closed loop ground source heat pump system. Thus, geothermal piles can use the shallow geothermal energy to heat and cool the buildings in an environmentally friendly way. Currently, the design of geothermal struc-tures (e.g., energy piles) are performed by enlarging the factor of safety, which is at least twice as the factor of safety used for regular piles. This paper studies the effect of thermal and mechanical loading using a finite difference code for an energy pile in Switzerland, as well as presenting a probabilistic study. The response surface method was used to establish the performance function and the Monte Carlo simulation was adopted to estimate the probability of ultimate limit state failure.


GEOHAZARDS II - ROCKSLIDES AND AVALANCHESMonday October 2, 2017 | 15:45 - 17:15 | Room 208

296 - Evaluating Rockfall Hazard on Stawamus Chief, Squamish, British Columbia Christian Sampaleanu & Doug Stead Simon Fraser University, Burnaby, BC, Canada Paul Schlotfeldt Golder Associates Pty Ltd., Sydney, Australia

Stawamus Chief is a granitic monolith located near Squamish, BC. Rockfall on the Chief is a relatively rare occurrence, although several large magnitude events have occurred in recent decades. Rockfall hazard on the Chief is poorly understood and no systematic char-acterization of hazard zones has been done. In this study, we apply long range terrestrial LiDAR and photogrammetry to provide a systematic characterization of rockfall hazard on the North Wall of the Chief. Rockfall hazard was evaluated based on four criteria: structure persistence; structure orientation; evidence of historical rockfalls; size range of potentially unstable blocks; and the effect of vegetation. A quantitative rating system based on these criteria is used to produce a hazard map of the North Wall that shows areas where rockfall initiation is most likely. Based on this hazard map, a monitoring program is pro-posed, and preliminary results are presented.

474 - Volume estimation of the Mont Éboulé Rockslide in Québec, Canada Catherine Cloutier & Jacques Locat Laboratoire d’études sur les risques naturels (LERN), Département de géologie et de génie géologique – Université Laval, QC, Canada Michel Jaboyedoff Institute of Earth Sciences, Faculty of Geosciences and Environment – Université de Lausanne, Switzerland

A set of aerial laser scan (ALS) data of The Mont Éboulé rockslide allows for detailed investigation of this slide, possibly the largest rockslide in the Precambrian shield in the province of Québec. The rockslide located in the Sainte-Marguerite Valley, which is part of the seismically active Saguenay graben, has been studied by Locat et al. in 1997. We propose a new volume estimation based on pre-failure topography construction, which yields a much larger volume than the one estimated for the debris. This finding indicates that the rockslide scarp might be the result of more than one rockslide event. The rockslide is then compared to other scars recently found in the Precambrian shield, which are used to emphasized that large rockslides (>500 000 m³) can occur in the Canadian shield which inherits its landform from past glaciations.


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572 - Breaking New Ground – Using Fixed Snow Nets to Mitigate Avalanche Risk to the Trans-Canada Highway Brian Gould & Cam Campbell Alpine Solutions Avalanche Services, Squamish, BC, Canada Andi Buechi Geobrugg North America, Kelowna, BC, Canada

In British Columbia, the Trans-Canada Highway winds through the Glacier National Park and over Rogers Pass, which is a well-known area for snow avalanches. Each year av-alanches affecting the highway disrupt the transportation of goods and people through this critical transportation corridor. Increasing traffic volumes and the mounting costs of clo-sures to the economy has resulted in a need for new avalanche mitigation measures, includ-ing snow netting, which stabilizes the snow in the avalanche path start zone throughout winter. This mitigation measure has been specified for three avalanche paths near Rogers Pass. Even when snow-free, the site conditions are hazardous and complex and required expertise of engineering consultants, drilling experts, safety and helicopter logistics. To date this is the largest snow net project in the western hemisphere.

720 - Analyse cinématique sur modèle 3D sous forme de nuage de points Mélanie Mayers, Catherine Cloutier, Dominique Turmel, & Jacques LocatLaboratoire d’études sur les risques naturels (LERN), Département de géologie et de génie géologique – Université Laval, Québec, QC, CanadaMichel Jaboyedoff & Battista MatasciInstitut des sciences de la Terre – Université de Lausanne, SuisseChantal JacobMinistère des Transports, de la Mobilité durable et de l ’Électrification des transports, Québec, QC, Canada Pierre GionetArcelorMittal Infrastructure Canada s.e.n.c., Port-Cartier, QC, Canada

Une méthodologie a été développée afin d’intégrer l’analyse cinématique d’une paroi rocheuse aux modèles 3D sous forme de nuages de points. Cela comprend le traitement du nuage de points afin d’obtenir les informations nécessaires aux tests cinématiques et l’adaptation de ces derniers pour qu’ils s’exécutent à l’aide d’un programme informatique tout en incluant les surfaces en surplomb. L’outil d’analyse cinématique ainsi développé a été appliqué avec succès sur le modèle photogrammétrique d’une paroi rocheuse située sur la Côte-Nord au Québec. Les résultats démontrent qu’une analyse effectuée sur un nuage de points permet de cibler les secteurs propices à un ou plusieurs modes de ruptures, une information utile lors de l’évaluation de la stabilité et de la conception de mesures de sta-bilisation. Toutefois, l’ampleur des ruptures que représentent les résultats est possiblement affectée par la grandeur des surfaces tenue en compte lors des calculs. Par conséquent, les résultats présentés dans cet article cibleraient plutôt les sources de chutes de pierres que celles de grands glissements.


766 - Game Engine Based Rockfall Modelling Techniques Applied To Natural Slopes Zac Sala1, D. Jean Hutchinson1, & Matthew Ondercin2

1Queen’s University, Geological Sciences and Geological Engineering, Kingston, ON, Canada 2BGC Engineering Limited, Toronto, ON, Canada

Rockfall is a geological process that poses risks to the safe operation of transportation infrastructure in mountainous environments worldwide. The work presented here builds on work by Ondercin et al. (2016) demonstrating the applicability of 3D video game en-gines for the development of realistic rockfall simulations. Further development of the model is being completed with an emphasis on calibration using data from sites in British Columbia, Colorado and New Zealand. Each dataset provides information collected using a variety of remote sensing techniques, including terrestrial and aerial LiDAR as well as oblique aerial photogrammetry. The research reported here explores the ability of the game engine based modelling technique to simulate rockfall under the variable surface condi-tions present at each of the sites. This includes steep natural rock slopes, with debris-talus cover, as well shallower slopes with soil cover and vegetation. A comparison of the setup, model inputs and methods implemented in the model for each case study is presented.

691 - Climate change and planning for snow avalanches in transportation corridors in western Canada Bruce Jamieson Snowline Associates Ltd., Calgary, AB, CanadaDept. of Civil Engineering – University of Calgary, AB, Canada Sascha Bellaire WSL Institute for Snow and Avalanche Research SLF, Davos, Switzerland Alexandra Sinickas Arup, Melbourne, Australia

In the mountains of western Canada, good records of snowpack and avalanching over the last 30 to 50 years are available from transportation corridors through seven mountain passes. From the TransCanada Highway through Rogers Pass, no trend in avalanche ac-tivity could be detected, likely due to changes in explosive control over the decades. Using only avalanche paths at 6 other passes in which at least 75% of the avalanches were not triggered by explosives, weak trends suggest less frequent avalanches threatening highways. Given the weak or insignificant trends, we looked at snow cover records and models forced with climate change scenarios. Neither the historical trends nor the projections suggest a substantial increase in avalanches reaching transportation corridors within the current planning timeframe.


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COLD REGIONS IIMonday October 2, 2017 | 15:45 - 17:15 | Room 206

377 - Frost-Protected Shallow Foundations in Cold Climates Guy L. Titley Dow Chemical Canada ULC, Dow Building Solutions, Sarnia, ON, Canada

In cold climates, foundation walls and footings should be located below frost depth to pre-vent frost damage. Frostprotected shallow foundations (FPSF) using specific thicknesses of extruded polystyrene insulation in strategic configurations can allow much shallower in-stallation of foundation walls/footings while still protecting the foundations from frost ef-fects. A proper design can provide long-term building performance, improved construction scheduling advantages and construction cost savings compared to conventional full-depth foundation. The building science and engineering principles behind FPSFs, Building Code acceptance of the concept and the proper insulation value/placement for FPSF in accordance with ASCE 32.01 “Design and Construction of Frost-Protected Shallow Foundations” will be discussed. The proper selection of insulation type required for this building insulation with long-term soil contact are important factors for building sustainability. This as well as comparative cost data and advantages/disadvantages of FPSF’s will be shared.

547 - Geotechnical Considerations for Iceberg-Pipeline-Soil Impact Events Offshore Newfoundland Kenton Pike & Andrew Blundon TechnipFMC., St. John’s, NL, Canada

As offshore oil and gas fields mature on the Grand Banks, offshore Newfoundland and Labrador, marginal field subsea tie-backs are necessary to maintain production levels. Ex-isting untrenched flowlines have been installed with lengths limited by the assumption that iceberg contact equates to flowline failure. To potentially reduce the number of failure cases, we can consider a better definition of failure that accounts for iceberg-soil-pipeline interaction events. This requires simulating fully-coupled flowline interaction events with gouging and free-floating icebergs to capture the explicit flowline response, in comparison with established failure criteria. This paper demonstrates, using a validated ice gouge finite element model, the influence of very dense sands on the ice gouge response. Realistic sand behavior capturing strain hardening and softening, and the effects of mean effective stress and density state on the shear and volumetric response is considered.

551 - Influence of Snow Accumulation and Drainage on Road Embankment Thermal Stability Alexandre Tchekhovski, Blake Brodland, & Entzu Hsieh Amec Foster Wheeler, Calgary, AB, Canada

One and two-dimensional geothermal modeling was carried out to assess the influence of snow accumulation and water drainage on the thermal stability of road embankments con-


structed on ice-rich permafrost terrain. The influence of snow accumulation on the road embankment slopes was quantified by the freezing rate and active layer thickness. A faster freeze and a shallower active layer were assumed to be preferable to provide thermally stable road embankment. Numerical analyses were done for different climate zones of the Canadi-an Arctic. The influence of natural, compacted and removed snow on the road embankment, as well as water bodies, 0.2 and 0.4 m deep along the embankment toe, were also considered in the geothermal models. This paper summarizes the climate zones, methodology, boundary conditions and presents the key findings from the geothermal modeling.

692 - Soil-freezing characteristic curve of Toronto Silty Clay Junping Ren & Sai K. Vanapalli Department of Civil Engineering – University of Ottawa, Ottawa, ON, Canada

In frozen soils, unfrozen water and ice coexist. The change in the amounts of unfrozen water and ice contribute to the variation in the physical and mechanical properties of the frozen soils. The unfrozen water content is a function of subzero temperature or cryogenic suction. The relationship between the unfrozen water content and subzero temperature (or cryogenic suction) is commonly referred to as soil-freezing characteristic curve (SFCC) in the literature. Since the constitutive relationships for hydraulic, thermal, and mechanical properties of frozen soils are functions of the quantity of unfrozen water, the SFCC is essential for modeling the transport of water, heat, and solutes in frozen soils. In this paper, investigations related to the SFCC of Toronto silty clay (TSC), which is widely used as subgrade material in the Toronto region of Ontario province, are summarized. The unfro-zen volumetric water content was measured by the EC-5 moisture sensor, and the subzero temperature was measured by the RT-1 rugged temperature sensor. The SFCC and its hysteretic characteristic are presented and discussed. The results show that variations in temperature versus elapsed time are different under step freezing and direct freezing con-ditions. The SFCC exhibits hysteretic behavior similar to soil-water characteristic curve (SWCC). The supercooling of water is considered as the main reason for the hysteresis of the SFCC. The inconsistencies in the measured SFCC in part may be due to specimen expansion when the specimen was saturated by submerging it in water. The results sum-marized in this paper provide valuable information related to the physical and mechanical characteristics of frozen subgrade soils for use in the pavement engineering practice of Toronto region in Ontario.

707 - Small-scale physical modelling of ice sheets to determine effect of ice thickness on bearing capacity Alanna Carreira & Ryley Beddoe Dept of Civil Engineering – Royal Military College of Canada, Kingston, ON, Canada

Ice roads in Northern Canada provide vital access for the transportation of supplies to re-mote communities and mining operations which are otherwise inaccessible by road. Accu-rately defining the allowable loads is essential for safety and requires: sufficient ice profiling to confidently determine the ice thickness, confidence in ice integrity, and confidence in


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loading conditions. However, current methods of assessing bearing capacity may be overly conservative as they use the minimum operational ice thickness measured for bearing ca-pacity calculations. This study aims to analyse the relationship between ice thickness and bearing capacity using small scale physical modelling of a freshwater ice sheet in a cold room laboratory. A total of four tests were conducted with ice sheets approximately 1 m2, where Tests 1-3 had average ice thicknesses varying from 5 mm to 6.6 mm, and Test 4 was created with a thin section 3.4 mm thick. All tests were vertically loaded until break-through occurred, from which the results show a positive linear correlation between the thickness of the ice and bearing capacity. Test 3 was conducted at air temperatures above the melting point which resulted in measurable deflection of the ice sheet during loading and a lower bearing capacity than expected. Future testing will consist of larger ice sheets with varying ratios of ice thickness and size to further analyze the effect of thin ice areas on bearing capacity.

587 - Laboratory investigations on heat transfer of coarse crushed rock materials K. Rieksts, I. Hoff, & E. Kuznetsova Norwegian University of Science and Technology, Trondheim, Norway J. Côté Laval University, Québec, QC, Canada

Design requirements for roads and railways in Norway allow the use of coarse open graded materials. For such materials, apart from the thermal conduction, natural air convection can yield a significant contribution to the overall heat transfer. This paper presents a lab-oratory study dealing with air convection tests for coarse materials. In addition, the tests serve as a good basis for defining the intrinsic permeability of these materials within a heat transfer cell with an inner volume of 1m3. One sample was prepared of natural cobbles with particle size ranging from 0.09 to 0.21 m and the corresponding d10 value of 0.12 m. The sample was tested under three temperature gradients for upward and downward heat flow. As expected, the experimental results show that for a given thermal gradient, the heat flux is larger for upward heat flux compared to downward heat flow. The analysis results yielded an average value of intrinsic permeability of 3.5 x 10-6 m2. This value is within the limits of intrinsic permeability of similar study performed with materials with similar particle size distribution. In addition, the results have a reasonably good agreement with values calculated by Kozeny-Carman and Chapius equations. This study serves as a validation for the test setup and the project will continue with measurements of air convection for crushed rock materials.


GROUNDWATER AND RESOURCES II Monday October 2, 2017 | 15:45 - 17:15 | Room 205Chair: Stewart Hamilton & Elizabeth Priebe

333 - Using Source Water Protection Models to Manage an Unexpected Water Supply Shutdown; A Case Study from the Region of Waterloo Patricia Meyer, Paul Martin, & Barry Brouwers Matrix Solutions Inc., Guelph, ON, Canada Richard Wootton & Eric Hodgins Region of Waterloo, Kitchener, ON, Canada

Municipal water supply for the Region of Waterloo, including the cities of Kitchener, Waterloo, and Cambridge, is derived from groundwater sources (75%) and a surface water intake located on the Grand River (25%). The various groundwater sources and the surface water source are interconnected via an extensive water distribution system that facilitates movement of water between the pressure zones of the distribution system, as required to meet variations in demand. This integration allows the Region to meet system water de-mands if a well, well field, or water treatment plant is shut down for maintenance or due to unexpected circumstances, such as fire, contamination or similar issue. A groundwater flow modelling study was undertaken to evaluate feasible pumping rates for the municipal water supply wells if a well field or treatment plant was unexpectedly shut down. A year later, petroleum hydrocarbons were observed in the Grand River, forc-ing the shutdown of the surface water intake that typically supplies 550 L/s or 25% of the urban water demand. This paper outlines the methodology applied in the study, and how the study results were used in a realworld circumstance to maintain water supplies to the distribution system while the spill was addressed.

364 - Source of Groundwater to Pumped Well in Interbedded Quaternary Deposits Kelsey Hewitt & Grant Ferguson Department of Civil, Geological, and Environmental Engineering – University of Saskatchewan, Saskatoon, SK, Canada

Many communities across North America rely on groundwater as their primary source of water. As these communities grow, demand on these groundwater resources is steadily increasing, resulting in re-evaluation of groundwater resource management. To ensure the longevity of an aquifer system, safe yield or sustainable practices assist in creating groundwater management policies. The interpretations of these practices can be tremen-dously broad and rely on many unknown factors such as the origin and renewability of water to pumped wells. This is especially true in aquifer systems where the geology of the sand units are complex. Shallow intertill glacial aquifers, such as those found in the Regina East Aquifer system of Saskatchewan, are an example of aquifers with a complex


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geology. The Zehner Aquifer contains multiple hydraulic connections to adjacent sand units through discontinuities in the overlying till. A numerical model of the Zehner Aquifer was created in FEFLOW in attempts to determine the effect these discontinu-ities have on the groundwater flow through this system in response to pumping. Hydro-graphs and historical pumping tests from the Zehner Aquifer indicate it is intersected by a large hydraulic barrier, however the numerical model was unable to replicate these results using the ‘known’ extent of the barrier.

365 - The sensitivity of groundwater recharge estimates on the Waterloo Moraine to rain gauge network scale Andrew J. Wiebe Department of Earth & Environmental Sciences – University of Waterloo, Waterloo, ON, Canada Steven J. Murray & Paul J. Martin Matrix Solutions Inc., Guelph, ON, Canada David L. Rudolph Department of Earth & Environmental Sciences – University of Waterloo, Waterloo, ON, Canada

Groundwater recharge is a critical component of hydrologic models. Recharge estimates require precipitation data; however, their spatial distributions are often based on rain gaug-es far from a subwatershed. As a result, typical modelling approaches may have significant recharge distribution uncertainty. This study investigates the value of using a network of local rain gauges for recharge estimation in the Alder Creek Subwatershed (80 km2) in southern Ontario, which supplies up to 40% of local municipal groundwater supply. A coupled, fully-distributed model was used to estimate the sensitivity of recharge rates to interpolated rainfall distributions based on five national gauges outside and six local gauges within the watershed. Overall recharge estimates were found to increase by >70% per year when the local gauge network was used, and spatial variability also differed significantly. Results show that increased rain gauge density may impact recharge rate estimations in subwatersheds, with implications for integrated hydrologic modeling.

713 - Regional-scale mapping of a depression-focussed groundwater recharge rate in the prairie landscape of Alberta Igor Pavlovskii1, Saskia L. Noorduijn2, & Masaki Hayashi1 1Department of Geoscience – University of Calgary, Calgary, AB, Canada 2National Centre for Groundwater Research & Training – Flinders University, Adelaide, South Australia, Australia

Groundwater is an important source of water supply for rural communities throughout Ca-nadian prairies. Sustainable management of this resource requires estimates of recharge rates. The Groundwater Recharge in Prairies (GRIP) project attempts to fill this gap by produc-ing a map of depression-focussed recharge for the Edmonton-Calgary Corridor (ECC) by the means of numerical modelling. Such recharge occurs during seasonal ponding of small depressions widespread in the area. A key step involved choice of parameters to be used in


recharge modelling. In order to estimate these parameters, a terrain analysis script was devel-oped and applied to a digital elevation model covering part of the study area. Modelling result highlighted a spatial variability of depression-focussed recharge rates and elucidated the role of limited depressional storage capacity in setting an upper limit for recharge.

786 - Hydrogeologic analysis of the ‘Yonge Street’ aquifer, south-central Ontario: a multi-decadal pumping test R.E. Gerber & S. HolyshOak Ridges Moraine Groundwater Program, Toronto, ON, CanadaM. Fairbanks & T. BradleyRegional Municipality of York, Newmarket, ON, CanadaD. Sharpe & H.A.J. RussellGeological Survey of Canada, Ottawa, ON, Canada

The Yonge Street Aquifer (YSA) in the Greater Toronto Area is a prolific municipal sup-ply aquifer that has been utilized since the mid-1900s. The aquifer occurs as a roughly north-south channelized sand and gravel feature at depths greater than 70 m, extending for a length exceeding 20 km and a width of at least 2km. The current municipal water supply system consists of nine wellfields installed between 1957 and 1991.Based on high-quality seismic profile and continuously cored borehole data, a regional stratigraphy has been delineated consisting of the following major units: bedrock, Lower Sediments (Scarborough, Sunnybrook and Thorncliffe Formations), Newmarket Till, Oak Ridges Moraine and overlying surficial diamict/glaciolacustrine sediments. The YSA occurs within a Thorncliffe age channel. This paper focusses on an analysis of the groundwater level response to municipal groundwater pumping that confirms connection along the channel. Analyses suggest that the YSA is a semiconfined (leaky) strip aquifer with observed trans-missivities between 1500 to 4500 m2/d, in contrast to regional aquifer transmissivities that are less than 500 m2/d. It is anticipated that this conceptual model can inform groundwater exploration and development for aquifers that exist within similar glaciated terrains.

823 - Collaboration between Ontario Geological Survey, Consultants and Municipal staff results in discovery and development of a safe and sustainable bedrock groundwater supply for the Town of Shelburne, Southern Ontario, Canada William D. BanksBanks Groundwater Engineering Limited, Puslinch, ON, CanadaFrank R. BruntonEarth Resources & Geoscience Mapping Section, Ontario Geological Survey, Sudbury, ON, Canada

The Town of Shelburne is located in Dufferin County near the edge of the prominent Niagara Escarpment, mantled by variably thick Quaternary deposits throughout the area that mask the bedrock character and limit outcrops. The Ontario Geological Survey began mapping overbur-


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den and bedrock potable groundwater resources along the Niagara Escarpment in 2009. The main goal was to establish a 3D geologic model that could be used to delineate and predict loca-tions of new groundwater resources for populations in key growth areas within the Escarpment region. The timing of the regional bedrock aquifer mapping initiative coincided with the Town of Shelburne initiating a hydrogeological study to find additional bedrock groundwater supplies to augment existing wells. The consultant team was to assess existing hydrogeological data and select favourable areas within a 5 km perimeter of the Town. OGS staff supported the study by sharing current knowledge of the regional bedrock mod-el and groundwater flow zones. Extrapolation of the 3D geologic model into the Melanc-thon-Shelburne areas, along with renewed regional mapping indicated major changes were needed to describe the bedrock stratigraphy of the area, which resulted in the drilling of two cored holes to the regional bedrock aquitard – Cabot Head Formation (>95m depth). Subsequent core analysis, down-hole camera, geophysical tests, packer pumping tests and FLUTe™ profiling indicated potential deeper groundwater flow zones in the Goat Island and Gasport Formations, with a total local thickness of 40m. A larger diameter water well was drilled and tested next to the OGS monitoring well, and confirmed a supply that is more than double the capacity the Town was expecting. Both a Municipal Class EA and Federal EA have since been completed and approved. The Town commissioned the new groundwater supply of more than 1600m3/day in April 2016.

MINING / OIL AND GASMonday October 2, 2017 | 15:45 - 17:15 | Room 207Chair: Robert Walsh

300 - The Impact of Climate Change on the Performance of Oil Sands Reclamation Covers: A Comparison of Multiple General Circulation Models and Representative Concentration Pathways Md. Shahabul Alam, Lee Barbour, Amin Elshorbagy, & Mingbin Huang Department of Civil, Geological and Environmental Engineering - University of Saskatchewan, Saskatoon, SK, Canada

Climate change projections based on General Circulation Models (GCMs) show increases in precipitation, temperature and evapotranspiration for northern Alberta during the 21st century. The uncertainties in the projected changes of the water balance components (i.e., actual evapotranspiration, AET; and net percolation, NP) are important considerations in the design of oil sands reclamation covers. This study explores the uncertainties in the pro-jected changes to AET and NP of an oil sands reclamation cover and natural soil profile. These projections are based on recently updated GCMs (CanESM2, BCC-CSM1.1, and IPSL-CM5A-LR) and three Representative Concentration Pathways (RCP2.6, 4.5, and 8.5) over the period 2070-2099. The results indicate that both AET and NP will increase in the future at both study sites for almost all the GCMs and RCPs relative to baseline values. However, the degree of increase is highly dependent on the selection of GCM and RCP.


335 - Numerical evaluation of grouting scenarios for reducing water inflows in underground excavations – Goldcorp’s Éléonore mine study case Catherine Domingue1, Jean-Michel Lemieux1, Martin Grenon2, René Therrien1, John Molson1, Pierre-Luc Lajoie3, & Daniela Blessent4

1Department of Geology and Geological Engineering – Laval University, Québec, QC, Canada 2Department of Mining, Metallurgy and Materials Engineering– Laval University, Québec, QC, Canada 3Éléonore mine, Goldcorp Inc. 4Department of Environmental Engineering – University of Medellìn, Medellìn, Antioquia, Colombia

Water inflows through fracture networks are one of the many challenges that the Éléonore mine has to face. Although pre-grouting of pilot holes during mine development has been proven to efficiently reduce water inflows into mine excavations, the actual design methods are empirical and can be optimized to increase grouting efficiency and decrease the associ-ated costs. Optimization of the amount of cement needed for pre-grouting is achieved by designing the grouting approach based on the location of major faults around the excava-tions. Here, a base case finite-element numerical model and associated sensitivity analyses are used to simulate groundwater inflows into a stope, based on the Éléonore mining site characteristics. Simulations are conducted for testing various grout injection scenarios for various major fault locations around the stope. Sensitivity analyses have shown that for a fault located above the stope, the inflow reduction is greater when the zone between the fault and the stope is grouted instead of directly grouting the fault itself. Also, in the case of a fault intersecting a stope, the results have demonstrated that the fault itself should be grout-ed as widely as possible, instead of sealing only the immediate surroundings of the stope.

218 - Seepage Pathways in Hydraulic Fracturing Maurice B. Dusseault University of Waterloo, Waterloo, ON, Canada Richard E. Jackson Geofirma Engineering Ltd., Heidelberg, ON, Canada

Unconventional oil and gas reservoir Hydraulic Fracture Stimulation (HFS) is of public concern with respect to fugitive gas emissions, fracture height growth, induced seismicity, and groundwater quality. We evaluate fugitive fluid seepage pathways during stimulation, production, and after decommissioning; we conclude that casing installation quality re-mains a major concern with respect to gas migration. The pathway outside the casing is at issue: it likely leads to many wells leaking gas from thin intermediate-depth zones rather than from the deeper target reservoirs. These paths must be understood, cases identified, and the probability of leakage mitigation quantified. Cures may include perforation and squeeze, primary expanding packers installed with casing, and induced leak-off of mi-grating fluids into saline aquifers. HFS itself appears not to be a significant risk, with


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two exceptions arising during the high-pressure injection stage. (1) Legacy-well casings might be directly intersected by fracturing fluids traveling through the induced fracture. (2) HFS fluids may pressurize nearby active offset wells, particularly those in the same formation surrounded by a pressure depleted region in which the horizontal stresses are also diminished. In the first case, HFS fluids may be expelled at the surface or into shallow aquifers along the outside of casing; in the second, high pressures may lead to unexpected offset well behavior with potential release of formation fluids. Direct HFS fluid interaction with groundwater appears to be rare; Alberta results over the past 10 years indicate that the greatest hazards from HFS occur from accidents during fracturing, e.g., unintended fluid escape at the surface or fracturing too close to an existing producing well. Hazards to groundwater are also higher if shallow fracturing is permitted, although in such cases the induced fractures are generally horizontal rather than vertical, and this must be factored into risk assessment protocols.

229 - Hydrogeological characterization above two gas fields, Moncton sub-basin, southern New Brunswick François Huchet1,2, Christine Rivard2, & René Lefebvre1 1Institut national de la recherche scientifique, Centre Eau Terre Environnement, Québec, QC, Canada 2Natural Resources Canada, Geological Survey of Canada, Québec, QC, Canada

A groundwater study is being carried out in southern New Brunswick to assess the poten-tial link between gas reservoirs and the shallow fractured rock aquifer. Fieldwork includ-ed the drilling of ten shallow monitoring wells, hydraulic tests in wells open in the rock aquifer, permeameter tests in surficial deposits and continuous water-level recording. Hy-drogeological conditions were defined based on the analysis of existing and acquired data, allowing the development of a piezometric map and a 2-D numerical model representing deep groundwater flow in the hydrogeological system that includes the intermediate zone located between gas reservoirs and shallow rock aquifers. Most of the active gravitydriven groundwater flow was found to occur in the first 100 m of the unconfined rock aquifer.

297 - A study of aquifer vulnerability to hydrocarbon development in southern New BrunswickC. Rivard1, D. Lavoie1, N. Pinet1, M.J. Duchesne1, G. Bordeleau1, S. Séjourné4, F. Huchet1, 2, R. Lefebvre2, V. Brake1, H. Crow3, & X. Malet1

1Geological Survey of Canada, Natural Resources Canada, Québec, QC, Canada 2Institut national de la recherche scientifique (INRS), Centre Eau Terre Environnement, Québec, QC, Canada3Geological Survey of Canada, Natural Resources Canada, Ottawa, ON, Canada4Consultant, Montréal, QC, Canada

A project studying potential fluid upward migration from deep gas reservoirs to shallow aquifers is ongoing in the Sussex area, southern New Brunswick. Since the intermediate zone is poorly characterized, this project relies on the integration of multi-source direct


and indirect data. Initial groundwater chemistry showed that only a few shallow water wells contain methane with either a thermogenic or a microbial signature. One shallow observation well revealed the presence of gaseous microbial methane from a core sample, while long-chain hydrocarbons (C19+) were found in drill cuttings. Further investigation is required to identify the sources of hydrocarbons. The intermediate zone appears to provide an effective barrier to upward fluid migration based on the geological interpre-tation of reprocessed seismic data and a geomechanical study. This project will provide a scientific basis to support informed decisions by provincial authorities on future hydro-carbon development.

747 - A Portrait of Oil and Gas Wellbore Leakage in Northeastern British Columbia, Canada Joshua Wisen1, Romain Chesnaux1, John Werring2, Gilles Wendling3, Paul Baudron4, & Florent Barbecot5

1Université du Québec à Chicoutimi, Chicoutimi, QC, Canada2David Suzuki Foundation, Vancouver, BC, Canada3GW Solutions, Nanaimo, BC, Canada4École Polytechnique de Montréal, Montréal, QC, Canada5Université du Québec à Montréal, Montréal, QC, Canada

Northeastern British Columbia (NEBC) in Canada is a zone of conventional oil and gas production since the 1960s. Additionally it contains four shale gas basins that are increas-ingly being exploited using hydraulic fracturing since the mid-2000s. Based on informa-tion that is publicly available through the BC Oil and Gas Commission, it appears that at least 19% of drilled oil and gas wellbores in the province have leakage. However, this incident rate could much higher due to underreporting. There are two major consequences of such wellbore leakage: greenhouse gas emission (GHG) and the possibility of aquifer contamination. This article examines the mechanisms of fluids leakage and estimates the rate of GHG emissions from faulty wellbores.

SOIL MECHANICS - NUMERICAL METHODSTuesday October 3, 2017 | 10:30 - 12:00 | Room 204

732 - Implementation of NorSand in ABAQUS Mohammad Mozaffari & Mason Ghafghazi Department of Civil Engineering – University of Toronto, Toronto, ON, Canada

Numerical modelling has been slowly but steadily becoming more commonplace in ge-otechnical engineering practice. Better hardware and software, along with availability of better constitutive models and a need for safer and more economical designs is making finite element and finite difference models a part of many projects. The available geo-technical software packages provide wide selections of constitutive models to capture various aspects of soil behaviour. However, these field-specific computational packages


often have shortcomings in modelling more complicated geomechanical phenomena in-volving large deformations, high-rate dynamics and multiphysics. On the other hand, more powerful generic computational software often have limited libraries of soil con-stitutive models. The well-known critical state constitutive model NorSand which is capable of captur-ing behavior of granular soils over a wide range of densities and overburden stresses is implemented in the powerful finite element package ABAQUS. The addition provides researchers and practitioners with an opportunity to model complicated geotechnical problems while capturing soil behaviour in a realistic manner. The results are verified by comparison to direct integration of simple shear, triaxial compression, and 1D con-solidation tests and validated against laboratory K0 consolidation tests. Challenges in implementing critical state models in ABAQUS and future steps are discussed.

347 - Numerical modelling of hollow cylinder cyclic torsional shear tests using the NorSand soil modelVincent Castonguay & Jean-Marie KonradDepartment of civil and water engineering – Université Laval, Québec, QC, Canada

The effect of principal stress rotation on sand behaviour was studied by comparing labo-ratory results of hollow cylinder cyclic torsional shear tests to numerical simulations using the NorSand soil model. The shear tests followed stress paths where the geometric stresses patterns would produce no change in both mean total stress and deviatoric stress. The net result of such stress paths was pure rotation of principal stress axes, allowing its effect to be easily studied. The NorSand soil model’s direct integration of principal stress rotation within the model formulation leads to the prediction of pore water pressure generation, as is observed from laboratory results. Although comparison results were overall satisfactory, second order details in the laboratory pore water pressure generation curves that could not be reproduced by the model suggest some key components of principal stress rotation are not correctly, if at all, considered.

443 - Comparison of finite element and material point methods for slope analysisDieter Stolle, Peijun Guo, & Wei Liu Department of Civil Engineering – McMaster University, Hamilton, ON, Canada Zeyue Zhao McMaster University (Formerly), Hamilton, ON, Canada

The finite element method (FEM) is a standard numerical tool in engineering practice. For large deformation and displacement applications, FEM is often not capable of prop-erly simulating the complete process due to the finite elements undergoing extreme dis-tortion. The material point method (MPM) on the other hand is a mesh-based particle method that can accommodate large deformations and displacements. Low order elements are often used for problems involving large deformations. Such elements can display pathological locking and spurious pressures unless smoothening methods are

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introduced. This paper reports on the finding of two projects that dealt with the stability of slopes and large deformations. One project involved elasto-plastic analysis and the other creep analysis with basal sliding. Given the different natures of the constitutive laws, it is shown that the smoothing strategies must be tailored to the nature of the law adopted.

522 - On The Particulate Modeling Of Soil-Fluid Interaction In Geotechnical Engineering Nahid Salem & Mohamed A. Meguid Department of Civil Engineering and Applied Mechanics – McGill University, Montréal, QC, Canada

Fluid-particle interaction is an important subject that can be applied to a variety of do-mains including sediments analysis, material processing, and petroleum engineering. It is also used in geotechnical applications to model seepage, soil erosion, sand pile formation, and flow under sheet pile walls. Recent advances in computational power allowed for the development of more enhanced constitutive models that are capable of analyzing the inter-action forces between particles, as well as between particles and fluids. Extensive research is needed to further understand this coupled behavior and the associated particle-fluid motion at the microscale level. This study evaluates the available experimental and theoret-ical methods used by researchers to measure and calculate soil-fluid interaction applied to geotechnical engineering. Emphasis is placed on coupled discrete element-computational fluid dynamics approaches as they are able to capture the discrete nature of the granular material as well as the continuum nature of the fluid. A simple example will be used to il-lustrate the advantages of the method and describe the initiation of particle movement and the relationship between micro and macro material parameters required for the analysis.

600 - DEM simulation with elliptical particles for micro-level geotechnics simulations Mohamed Chekired & Varvara RoubtsovaHydro-Québec, Varennes, QC, Canada Elham Kheradmand Nezhad, Serge Prudhomme, & Marc LaforestDépartement de mathématiques et de génie industriel, École Polytechnique de Montréal, Montréal, QC, Canada

Soil stability under a water flow is a complex problem in geotechnical sciences. Physical phenomena such as liquefaction, and internal and external erosion are the result of soil particles interacting with fluid. Virtual laboratory SiGran has been developed at IREQ (Institut de recherche d’Hydro-Québec) to provide key microscopic information about these interactions and gain a better insight of granular media. Thanks to recent advances in numerical methods, particle interactions can now be simulated with high precision. This makes it possible to determine the contributions of the different processes—elastic particle interaction, interparticle friction, flow drag force, pore-pressure increases and so on—by quantifying the absorbed energy of each process at the micro level. The proposed virtual approach uses a microscale coupling of the Discrete Element Method (DEM) and


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the Marker and Cell (MAC) method for fluid-particle interactions. To date, particles in SiGran have been represented by spheres. One obvious advantage of using spheres is that it is straightforward to find the contact properties between two of them. Unfortunately, spheres are different from real soil particles in terms of shape, position of their centers of mass with respect to contact points, and hence, the manner by which one rotates around the other. The present work is a first implementation of ellipsoidal particles into SiGran code, which is tested on a numerical example showing that the energy balance during the interaction of several particles is preserved. An example of oscillating ellipsoidal particles within a fluid is also presented to illustrate the evolution of the streamlines pattern around ellipsoidal particles.

611 - Multiscale numerical modelling of internal erosion with discrete and finite elementsPouyan Pirnia, François Duhaime, Yannic Ethier, & Jean-Sébastien Dubé Construction Engineering Department – École de technologie supérieure, Montréal, QC, Canada

This paper presents a coupled finite and discrete element model (FEM and DEM) to simulate internal erosion. The model is based on iCY, an interface between COMSOL, an FEM engine, and YADE, a DEM code. In this paper a multiscale algorithm was devel-oped to limit the number of particles in the DEM simulation and to eventually allow the modelling of internal erosion for large structures. With this method, smaller DEM sub-domains were generated to simulate particle displacements at the microscale. This avoids generating the full sample as a DEM model. Particles in these small subdomains were sub-jected to buoyancy, gravity, drag force and contact forces for small time steps. Modelling at the particle scale provided the continuum model with initial data (particle flux, porosity and specific surface) to evaluate porosity and particle flux for longer time steps. The multi-scale model was verified by simulating erosion tests in permeameters.

PILES ITuesday October 3, 2017 | 10:30 - 12:00 | Room 202

143 - Helical Screw Piles Reinforced Grouted Shafts Seismic Performance Yasser AbdelghanyMinistry of Transportation & Infrastructure, Victoria, BC, Canada M. Hesham El NaggarDepartment of Civil and Environmental Engineering –The University of Western Ontario, London, ON, Canada

The axial and lateral monotonic and cyclic behavior of helical pile foundations was inves-tigated and new innovative helical screw systems suitable for seismic loadings were devel-oped and patented. More than one hundred full scale field load tests were conducted on instrumented helical screw piles installed in cohesive soil. The piles included: plain helical


screw piles (P-HSP); grouted (G-HSPs); fiber reinforced polymer FRP-G-HSPs; and reinforced grouted RG-HSPs. The RG-HSP piles axial capacity was more than twice that for P-HSP, with minimal reduction after cyclic loading, and their lateral capacity was more than 3 times the P-HSPs capacity. A 3-D finite element model was established. The results of 3-D finite element modeling were used to establish the load transfer mechanism and a design methodology for the considered piles.

177 - Case history of a highway bridge – problems with pile supported abutments due to lateral loading and downdrag forces Z. S. Ozden SNC-Lavalin, Vaughan, ON, Canada D. Staseff Ministry of Transportation, Toronto, ON, Canada

This paper presents the case history of a highway bridge supported on steel H-piles driven to bedrock about 25 m below the ground surface. The bridge was built in 2002 to carry a municipal road over a proposed major highway, prior to the construction of the new highway underneath. The bridge site is located southwest of Hamilton, Ontario within the Haldimand Clay Plain. The site is underlain by an extensive deposit of clayey silt with some silty clay layers. The bridge is a two-span concrete structure designed and construct-ed as an integral abutment bridge with Retained Soil System (RSS) false abutments. The height of the approach embankments above the original grade was about 8.2 to 8.8 m when first constructed. The approach embankment fills were placed after the driving of the piles. Settlement caused downdrag forces on the piles and evidence of lateral yielding of the piles was noted. The bridge and the municipal road carried by the bridge started showing signs of distress less than a year after construction and the designers became concerned about a possible failure of the structure due to a combination of lateral loading and down-drag forces on the piles. A detailed subsurface investigation and analysis of the stresses on the piles supporting the bridge abutments were subsequently conducted. This paper describes the project background, site and subsurface descriptions, construction sequence of abutment fills and piles, and observed distress of the bridge. This paper also describes the postconstruction subsurface investigation, method of analysis of the piles subjected to lateral loading and downdrag forces, solutions offered and lessons learned.

301 - Load Testing of Rock Socket Pile in Downtown Calgary, Alberta – A Case StudyDeepak Kumar & Joseph YonanTetra Tech Canada Inc., Calgary, AB, Canada

The construction of Calgary’s New Central Library in downtown Calgary, Alberta, over an existing at-grade Light Rail Transit (LRT) line required a deep foundation system. The project location imposed the need for construction of an encapsulation structure spanning over the LRT line and subsequent construction of the library building, above and adjacent to the encapsulation structure. The foundation of the encapsulation structure required high


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load capacities, owing to the relatively large span of the encapsulation structure. Consider-ing the high foundation loads, a deep foundation system consisting of bored cast-in-place piles socketed in the bedrock was chosen to support the encapsulation and the building structures. An Osterberg Cell pile load test was undertaken on a test pile founded in bed-rock to estimate and optimize the foundation design. Base and shaft resistance parame-ters for the foundation design were estimated separately from the results of the load test. Cost savings and expedition of the construction schedule were achieved through the pile load test and design optimization. This paper presents the results of the pile load test and a comparison of estimated pile design parameters with those predicted using analytical methods and with those presented in similar previous studies.

342 - Instrumentation Monitoring Program to Measure the Magnitude, Distribution and Time Dependency of Drag Load on Abutment Piles: A Case StudyOsama Drbe, Abouzar Sadrekarimi, & Hesham EL NaggarWestern University, London, ON, CanadaTony SangiulianoMinistry of Transportation Ontario, Toronto, ON, CanadaRobert MoenGKM Consultants Inc., Sainte Julie, QC, CanadaJames NgBlackbird Constructors 407 General Partnership., Mississauga, ON, Canada

Negative skin friction or drag load are important considerations in assessing the geotechni-cal and structural performance of deep foundation units. The presence of drag load increas-es the load applied on abutment piles and needs to be considered in the foundation design. To develop a reliable and economical bridge foundation design, an accurate determination of the magnitude of drag load and a better understanding of the load transfer mechanism is needed. Comprehensive instrumentation and monitoring program were employed to measure the magnitude, distribution, and time dependency of drag load on driven steel H-piles for a three span integral bridge structure. This paper describes the installation of the different instruments and data acquisition system, including the protection require-ments, challenges, and responses of piles’ instrumentation to the structural loads.

564 - Utilization of stiffness adjustors for piled rafts: a case study Cheng Lin Department of Civil Engineering – University of Victoria, Victoria, BC, Canada Feng Zhou College of Transportation Engineering – Nanjing Tech University, Nanjing, Jiangsu, China

Stiffness adjustors (previously called deformation adjustors) have been introduced by the authors to improve the performance of piled raft foundations in challenging sites. This device is placed between pile head and raft to adjust the stiffness distribution in piled rafts, thereby optimizing the load distribution within the foundation system. The objective of


this paper is to document a case history regarding the application of stiffness adjustors for improving the performance of piled rafts in highly variable and complicated geological conditions. In the project site, the foundation is underlain by half of the soft clays and the other half of bedrock outcrop. Preliminary design of a piled raft with stiffness adjustors is first presented, followed by settlement monitoring for the piled raft before and after construction, and comparison between the preliminary analysis results to the monitoring data. Based on the monitoring data, the settlement difference of the piled raft between soft clay zone and bedrock zone increased to a maximum of 10 mm and then decreased during construction. In the end of construction and post-construction, the settlement difference between the two zones became insignificant and the settlement pattern of the entire foun-dation resembles that in uniform subsurface soil conditions.

585 - Analytical method for the design of stabilizing rigid pile in frictional soil M. Heidari & H. El Naggar Department of Civil and Environmental Engineering – University of Western Ontario, London, ON, Canada

Piles are used extensively to stabilize unstable slopes. Analytical expressions have been suggested to calculate ultimate restraining forces of rigid piles in ultimate limit state (ULS) conditions based on different failure mechanisms. However, the available design formu-lations are limited to unrestrained piles embedded in cohesive soils. In other cases, it is often inevitable to perform complex and time-consuming numerical analyses of pile under lateral soil movements for the ULS conditions. The purpose of this paper is to describe distribution of limiting soil reactions along rigid passive piles, and to offer solutions for the ultimate load of the piles in frictional soil. Presuming appropriate ultimate states for the possible failure mechanisms of soil-pile system, analytical expressions are derived for determination of internal forces along the pile length based on different modes of failure. It is shown that the proposed solutions generally give satisfactory predictions for the response of pile to soil movements arising from slope instability.

MINING - OIL SANDS ITuesday October 3, 2017 | 10:30 - 12:00 | Room 201

289 - Analytical solutions to evaluate the evolution of the water table and pore water pressure in stopes with hydraulic fill Pengyu Yang & Li Li Research Institute on Mines and Environment (RIME), Department of Civil, Geological and Mining Engineering – Polytechnique Montréal, Montréal, QC, Canada

While paste backfill is gaining popularity across the world, hydraulic backfill remains com-monly used to fill large underground voids created during the mining operations. Hydraulic backfill is produced and transported as a slurry at a solid content of 60-75% which contains


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a substantial amount of water. Compared to paste backfill that contains full tailings, the removal of a portion of fine particles (≤ 10 μm) in hydraulic fill can significantly increase its hydraulic conductivity. As a result, the water in hydraulic fill drains quite quickly after placement. When the drainage through barricade is not efficient, ponding can occur on the top of the settled fill and generate high pore water pressures, threatening the stability of the barricade. Hence, a good understanding of the pressures in such backfilled stopes is crucial for improving the design of barricades. To date, most existing analytical solutions for stress estimation in backfilled stopes were developed for the case of a fully drained or hydrostatic state. In this study, analytical solutions are proposed to describe the evolution of the water table and pore water pressure due to ponding in stopes backfilled with hydraulic fill. The proposed solutions are then validated with numerical modelling.

230 - Development of Soil Freezing Characteristic Curves for Fluid Fine Tailings using TDR H.L. Schafer & N.A. BeierDepartment of Civil and Environmental Engineering – University of Alberta, Edmonton, AB, Canada

In order to be reclaimed using a dry landscape approach, mature fine tailings (MFT) must be sufficiently dewatered to allow for the creation of a trafficable land as they are essen-tially in a liquid state with little to no shear strength. The soil water characteristic curve (SWCC) is needed to predict the rate of dewatering and the magnitude of strength gain of the MFT during desiccation dewatering. Traditional methods of determining the SWCC in the laboratory of fine, cohesive soils like MFT are time consuming and challenging. As a result, it would be beneficial to develop an alternative method to estimate the SWCC. The soil freezing characteristic curve (SFCC) is a feasible method to estimate the SWCC in some soils as the same forces that prevent water from draining also prevent it from freezing. A laboratory method was developed to assess the feasibility of using the SFCC to estimate the SWCC in oil sands tailings.

864 - Water Retention Curve (WRC) measurement methods and challenges of hard rock mine and oil sands tailings: Application to soil cover and multilayer deposition Farzad Daliri, Sam Proskin, & Trempess Moore Thurber Engineering Ltd., Calgary, AB, Canada

The Water Retention Curve (WRC) or Soil-Water Characteristic Curve (SWCC) is an influential factor that should be estimated or measured to evaluate geotechnical en-gineering behaviour, such as unsaturated hydraulic conductivity and compressibility of sub-aerially deposited unsaturated tailings. WRC plays a key role in the design of covers with capillary barrier effects (CCBE) by estimating unsaturated hydraulic conductivity of materials used in the cover. Measuring WRC is also essential to estimate the optimum drying time in sub-aerially multi-layer deposition of tailings. Since tailings are not nat-ural soils, there are challenges and complexities in measuring WRC of mine or oil sands


tailings compared to the natural soils. This paper summarizes the application of WRC to tailings treatment technologies, reviews different methods to estimate or measure WRC of tailings, provides some results of WRC measurements of hard rock mine and oil sands tailings and discusses specific challenges in measuring WRC of tailings such as air entry value (AEV) measurement. WRCs were measured and compared in different variations of gravimetric-water content, degree of saturation, matric suction and total suction. Modified pressure plate device and a dewpoint hygrometer were used to measure matric and total suction respectively. The results of the measured WRCs were correlated with the shrinkage curve of the specimens. At the end, the paper provides some examples of the usage of the WRC in CCBE designs.

565 - Evaluation of selected drying processes to further increase solids content and shear strength of treated fluid fine tailingsLouis K. Kabwe, G. Ward Wilson, Nicholas Beier, & J. Don ScottDepartment of Civil and Environmental Engineering – University of Alberta, Edmonton, AB, Canada

A plethora of research has been performed in the past few decades to reduce the amount of fluid fine tailings being produced by oils sands mining companies. The most promising technology is to add flocculants to the fluid fine tailings and to use thickening or centrifuge to increase the solids content and then use freeze/thaw and drying processes to further dewater the tailings.This paper discusses the effect of consolidation and suction drying treatments on shear strength of treated fluid fine centrifuged cake. Large strain consolidation with shear strength was also performed on the treated fluid fine centrifuged cake. The consolidation properties of the treated fluid fine tailings were then compared to those of the suction dry-ing treatment to assess the effects on the shear strength of the treated fluid fine centrifuge cake. The effects and evaluations of the treatments are discussed.

209 - A New Method for Real-Time Optimization of Polymer Dose and Dewatering of Oil Sands Tailings Asif M. Salam, Banu Örmeci, & Paul H. Simms Department of Civil and Environmental Engineering – Carleton University, Ottawa, ON, Canada

The slow settling of fine clay particles in oil sands residuals results in the generation of very large volumes of fine tailings in tailings ponds over time and thereby poses the biggest challenge in tailings management. The application of synthetic polymers that promote flocculation of fine particles and release of water from a thick suspension of tailings sol-ids can improve the dewaterability and settling behavior significantly. However, optimum polymer dose may vary widely based on the changes occurring in tailings composition and characteristics, and therefore, requires continuous adjustment. So, there is a need for tech-nologies that can quantify dewatering efficacy immediately after the mixing and optimize the dose in real-time. The UV-vis absorbance-based method presented in this paper was


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initially developed for the dewatering optimization of wastewater sludges and was success-fully tested at three full-scale treatment plants using an in-line UVvis spectrophotometer. This study evaluates the potential of the method to monitor the polymer concentration in tailings supernatant and to determine the optimum polymer dose for tailings by measuring the absorbance. The estimated detection limit of the method for the polymer in reclaimed tailings water shows that the method has the sensitivity to detect very low polymer con-centration. At 190 nm, absorbance is found linearly correlated with the polymer concen-tration. Hence, by monitoring the polymer concentration based on absorbance measure-ment, the method is used to determine the optimum dose. When the dose is incrementally increased, the absorbance exhibits a “U”-shaped curve where the lowest point corresponds to the optimum dose. The results are compared to the CST tests results for validation. The results indicate that this research could pave the way for the development of an automation system to optimize the polymer dose in-line and real-time, and to make the thickening and dewatering technologies for tailings more efficient and cost-effective.

791 - Desiccation and consolidation in mesoscale “drying box” tests on oil sands centrifuge cake tailings Oswaldo Hurtado & Paul Simms Department of Civil and Environmental Engineering – Carleton University, Ottawa, ON, Canada

Among the technologies available to the oil sands mining industry for processing Fluid fine tailings (FFT) and improve deposits for reclamation, centrifuge treatment technology has had some success at larger scales. In order to study evaporative behaviour of centrifuged tailings in some detail, a multilayer dry box deposition test was performed. Two 0.5 m layers of centrifuge tailings were deposited and dried while measuring their gravimetric water content, total suction, osmotic suction, and drainage history. Finally, two core sam-ples were extracted after each layer was desiccated in order to better assess their dewater-ing behaviour. The influence of cracking on evaporation appears to be minimal, though this might be due to the aspect ratio of the drying box experiment. While evaporation rates remained near the potential rate for most of the experiment, the eventual decline in evaporation rate appears to arise from high osmotic suctions generated by propagation of dissolved mass to the surface.

GEOSYNTHETICS ITuesday October 3, 2017 | 10:30 - 12:00 | Room 203

152 - A Test to Assess Erosion through a Geomembrane DefectAlan (Yung-Chin) Chou, R. Kerry Rowe, & Richard W.I. BrachmanGeoEngineering Centre at Queen’s-RMC, Queen’s University, Kingston, ON, Canada

In this paper, a test program is introduced to assess piping erosion when a geomembrane is sandwiched between marginally filter incompatible materials, as defined by the no-erosion


criteria proposed by Foster and Fell (2001). Because a geomembrane defect affects the hydraulic gradient and effective stress near the defect, traditional filtration tests are less applicable. Instead, a large vessel capable of independent control of total vertical stress and pore water pressure is used. A test using marginally filter incompatible materials (silty sand tailings and gravel) suggests that erosion occurred under low stresses. Subsequent leakage appeared steady at higher stresses, but was greater than anticipated. The presence of voids and a discontinuity of materials were observed near the defect. Overall, the test suggests that the new method is a useful tool for assessing piping erosion through a geomembrane defect. Furthermore, high water levels during early stages of hydraulic deposition of tail-ings may facilitate local erosion through a geomembrane defect.

164 - Empirical Solutions for Advection Gas Leakage from GMB-GCL Composite Liner through GMB Defects Greg G. Qu, Sean D. Hinchberger, & Ali El-Takch Hatch Ltd., Niagara Falls, ON, Canada R. Kerry Rowe Geoengineering Centre Queen’s-RMC, Department of Civil Engineering – Queen’s University, Kingston, ON, Canada

This paper presents empirical solutions for engineers to assess advective gas leakage through a GMB/GCL composite liner. The paper first introduces analytical solutions for gas leakage from a circular defect in GMB and derives an analytical solution from a long rectangle defect. The analytical solutions are rigorous but complicated, requiring a nu-merical solution to equations involving modified Bessel functions. Empirical solutions are provided in a simple mathematic form to allow an efficient evaluation of gas leakage for design engineers. For a long rectangle defect, the empirical solutions were established by mathematically simplifying the derived analytical solution. For a circular defect, the em-pirical solutions were developed from a series of Monte-Carlo analyses and calibration to the analytical solution. The comparison of empirical and analytical solutions shows a good agreement. The application of the empirical solutions was illustrated through an example.

254 - Effects of brine solutions and calcium chloride solutions on solution retention capacity and swell index of bentoniteVanessa Di Battista & R. Kerry RoweQueen’s University, Kingston, ON, Canada

Swell index testing is a common method for comparing bentonite used in geosynthetic clay liners. However, swell index testing is an extremely time consuming method requiring several hours to complete, not including time required for bentonite preparation. A new method for identifying the solution retention capacity (SRC) of the bentonite has been proposed as an alternative to swell index testing. This method represents the volume of solution that 1 gram of bentonite will retain after being centrifuged for 30 minutes. SRC and swell index testing was performed for five types of bentonite with double deionized water. In addition, experiments were performed using two of the bentonites and 0.1 M


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CaCl2, 0.01 M CaCl2, a full strength saline brine solution, 10% brine solution, and 5% brine solution. In addition, the SRC and swell index of field exhumed samples subjected to extreme climate conditions were tested with deionized water. A clear linear relationship is observed between the swell index and the SRC of the samples with the various testing solutions. The field exhumed samples also fell within this linear relationship.

448 - Analyzing HDPE geomembrane wrinkle overlying sand subgrade using a finite-discrete element framework Masood Meidani, Mohamed A. Meguid, & Luc E. Chouinard Department of Civil Engineering and Applied Mechanics – McGill University, Montréal, QC, Canada

High-density polyethylene (HDPE) geomembranes (GM) are commonly used as barri-er systems in solid waste landfills as they provide a relatively low hydraulic conductivity. Wrinkles are formed in GM during installation as a result of material expansion due to so-lar heating or placement of backfill materials. In this research, a coupled finite-discrete el-ement model has been developed to examine the behavior of geomembrane wrinkle placed between firm sand subgrade and gravelly drainage layer. The GM is modeled using finite elements (FE) whereas the drainage layer and the foundation are modeled using discrete elements (DE). To transfer the contact forces and displacements between the DE and FE domains, triangular shaped facet interface elements are adopted. The analysis is performed based on an experimental configuration reported in the literature. The effects of the sub-grade properties, backfill material and overburden pressure on the wrinkle deformation are investigated. Results show that the presence of wrinkle increases the local strains in the geomembrane right next to the deformed wrinkle. Applying vertical pressure of up to 1100 kPa resulted only in a slight reduction in the size of the gap beneath the geomembrane. Among the different factors, the wrinkle deformation is significantly influenced by the change in subgrade properties and the applied pressure. The numerical results proved the efficiency of the coupled framework in modeling GM-soil interactions problems.

505 - Reduction in Geomembrane Seam Oxidative Induction Time for Aged Welds Performed at Varying Ambient Temperatures William Francey & R. Kerry RoweGeoEngineering Centre at Queen’s-RMC, Department of Civil Engineering – Queen’s University, Kingston, ON, Canada

High density polyethylene (HDPE) geomembranes (GMB) are used extensively in barrier systems for landfills and many mining applications. These GMBs are most often shipped as rolls and require in-situ seaming to create an impermeable seal. The most common seaming method for HDPE utilizes a duel track hot wedge welder, which heats and bonds the geomembrane at the weld to temperatures in excess of 400℃. It has been reported that this can cause depletion of antioxidants and, in certain cases, a potential reduction in the service life of the geomembrane adjacent to the weld (in the heat-affected zone, HAZ). This paper describes experiments that examine the relationship between welding param-


eters, such as ambient temperature, welding speed, and welding temperature, and their effect on standard oxidative induction time (Std-OIT) for an HDPE geomembrane aged in a synthetic leachate solution for 2 months. Welding parameter combinations examined, welding speed and temperature settings, represent upper and lower bound ‘heat-applied’ welds performed at -30℃, +21℃, and +30℃.

GEOHAZARDS III - SLOPE STABILITY ANALYSISTuesday October 3, 2017 | 10:30 - 12:00 | Room 208

185 - Numerical analysis of water migration in an unsaturated loess slope subjected to years of irrigation activities Xiaokun Hou1,2, Sai K. Vanapalli2, & Tonglu Li1 1Department of Civil Engineering – University of Ottawa, Ottawa, ON, Canada 2Department of Geological Engineering – Chang’an University Xi’an, Shaanxi, China

The key objective of the paper is to study the water infiltration characteristics under years of irrigation activities and its influence on the stability of slope in a region with loess deposits. The results show that the activities associated with irrigation have a significant influence on the hydraulic equilibrium condition of a slope that has low water content and no groundwater table. After years of irrigation activities, groundwater table forms and rises by 17m and a new hydraulic equilibrium state develops. The infiltration process can be divided into four different and distinct stages:(i) the wetting front moves downwards gradually and leads to the formation of groundwater table below the irrigation area (ii) the groundwater moves to the slope toe (iii) the groundwater rises gradually with discharging water at the slope toe (iv) the new hydraulic equilibrium state forms with the outflux equaling the irrigation amount per year. The slope stability decreases gradually due to infiltration activity contributing to a safety factor which is less than unity at the end of the second stage. This phenomenon contributes to the slope failure due to the loss of shear strength of unsaturated soil, particularly near the slope toe. The results of study are useful to understand and interpret the slope failures associated with years of irrigation activities in loess deposits extending the mechanics of unsaturated soils.

449 - A Finite Difference Study on the Use of Inclined Micropiles for Soil Slope Stabilization under Seismic Loading Sahar Ismail & Riad Al Wardany Department of Civil and Environmental Engineering – Rafik Hariri University, Mechref, Lebanon Fadi Hage Chehade Numerical Center, Doctoral School of Science and Technology, IUT-Saida, Lebanese University, Beirut, Lebanon

Micropiles have been used for soil slope stabilization. Design methods of such stabilizing systems are not fully developed. This paper presents a finite difference study of the behavior of a 2D silty-sandy slope stabilized with inclined micropiles under static and dynamic con-


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ditions. The slope factor of safety, the horizontal displacement and the velocity amplification of soil particles along the inclined surface of the slope were evaluated for different cases. The results show that the factor of safety and the horizontal displacement of soil particles depend on the micropile inclination angle, its embedment length and position within the slope as well as the number of the used micropiles. Increasing the number of micropiles was found to have a positive impact on the reduction of the permanent particle displacement along the inclined slope. The optimum stabilizing system consists of micropiles placed at the middle of the stabilized slope with an insertion angle equal to 45° with respect to the slope.

594 - Extending slope stability analysis to multi-plane 2D and 3D limit equilibrium approaches M.D. Fredlund, Z. Ivkovic, & H. Lu SoilVision Systems Ltd, Saskatoon, SK, CanadaD.G. FredlundGolder Associates Ltd., Saskatoon, SK., Canada

Slope stability numerical modeling, typically by the 2D limit equilibrium method, has be-come common for geotechnical engineers. There are, however, a number of limitations asso-ciated with always using 2D limit equilibrium methodologies. The shape of the assumed slip surface is often not realistic and 3D terrain and stratigraphy are not accurately modeled. The shear stresses on the ends of the 2D cylindrical slip surface are also not considered. There are also practical challenges encountered when applying the method to a large engineering structure due to the difficulty of selecting a “representative” 2D slice to analyze.This paper examines the extension of 2D limit equilibrium methodologies to other emerg-ing technologies, namely, 2D multi-plane analysis (MPA) and 3D limit equilibrium anal-ysis. The 2D MPA analysis allows for the analysis of many planes at multiple orientations. A rigorous 2D analysis provides the geotechnical engineer with additional information on a geotechnical structure but also raises additional questions on how to properly select analysis orientation and how to interpret methodology output properly. The application of the MPA methodology is examined. The comparison between a 2D and a 3D orientation analysis for such typical use-cases will also be examined. The paper also provides guidelines for the application of 3D slope stability methodologies. Approaches for the successful ap-plication of 3D analysis techniques are suggested for engineering practice.

394 - Incorporation of the spectral pseudo-static procedure into the limit equilibrium slope stability software - SVSLOPE Mourad Karray, Mahmoud N. Hussien, & Fady Ghobrial Department of Civil Engineering, Faculty of Engineering – Sherbrooke University, Sherbrooke, QC, Canada Murray Fredlund, HaiHua Lu and Rob Thode SoilVision Systems Ltd., Saskatoon, SK, Canada

The concept of the spectral pseudo-static procedure has been developed at the Université de Sherbrooke (UdeS) as an alternative to the conventional pseudo-static approach for the


analyses of seismic stability of clayey slopes. Its results have been extensively validated by a series of physical tests and numerical simulations performed using the computer code FLAC7. In this study, a computation algorithm of the spectral pseudo-static procedure has been developed and incorporated into the limit equilibrium software, SVSLOPE (SOILVISION) so that the new approach can be directly applied to the analysis of seismic stability of clayey slopes in Eastern Canada. The outlines of the new approach and its implications in the current design practice of clayey slopes as well as a number of practical examples discussing the results obtained from the SVSLOPE software against the cor-responding results from full dynamic analyses using FLAC7 are presented in this paper. The comparison showed the superiority of the spectral pseudo-static method over the conventional pseudo-static method not only in terms of the computed safety factors but also in the prediction of the failure surface locations, and thus allow for more complex and realistic field behaviors

728 - Slope stability analysis of unsaturated expansive soils under rainfall Infiltration using VADOSE/W and SLOPE/WShunchao Qi, Sai K Vanapalli, & Penghai YinUniversity of Ottawa, Ottawa-Carleton Institute for Civil Engineering-Joint Graduate Program, ON, Canada

Shallow failures occur frequently in both engineered and natural slopes in expansive soils. Rainfall infiltration is the most predominant triggering factor that contributes to slope failures in both expansive soils and clayey soils. However, slope failures in ex-pansive soils have some distinct characteristics in comparison to slopes in conventional clayey soils. They typically undergo shallow failures with gentle sliding retrogression characteristics. The shallow sliding mass near the slope surface is typically in a state of unsaturated condition and will exhibit significant volume changes with increasing water content during rainfall periods. Many other properties or characteristics such as the shear strength, matric suction including stress distribution change with respect to depth and time. All these parameters have a significant contribution to the expansive soil slopes instability and are difficult to take into consideration in slope stability analysis using tra-ditional slope stability analysis methods based on principles of saturated soil mechanics. In this paper, commercial software VADOSE/W that can account for climatic factors is used to predict variation of matric suction with respect to time for an expansive soil cut slope in China, which is reported in the literature. The variation of factor of safety with respect to time for this slope is computed using SLOPE/W by taking account of shear strength reduction associated with loss of matric suction extending state-of-the art understanding of the mechanics of unsaturated soils.


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810 - Stress-based method for slope stability analyses with COMSOL MultiphysicsFrançois Duhaime, Salah Ahmed, Pouyan Pirnia, & Yannic EthierÉcole de technologie supérieure, Montréal, QC, CanadaLaboratory for Geotechnical and Geoenvironmental Engineering (LG2)Vahid MarefatDepartment CGM – École Polytechnique, Montréal, QC, Canada

This paper introduces a new MATLAB script for slope stability analyses for COMSOL, a finite element (FE) code for the modelling of multiphysics problems. The script uses COMSOL’s MATLAB programming interface. It implements a limit equilibrium meth-od based on FE stress. The mobilized shear stress corresponds to the FE shear stress, and the shear strength is calculated from the FE normal stress and the soil’s Mohr-Coulomb parameters. The script was verified using four slopes (uniform slope, benches, steep slope and layered soil deposit) and 20 failure surfaces per slope. Stress distributions and fac-tor of safety values for the MATLAB script were compared with results obtained using SLOPE/W, which also incorporates a stress-based method for slope stability calculations. Most values of the factor of safety differ by less than 1 %.

RENEWABLE ENERGY GEOTECHNIQUE Tuesday October 3, 2017 | 10:30 - 12:00 | Room 206

406 - Field monitoring and analysis of an onshore wind turbine shallow foundation systemJesús González-Hurtado, Pengpeng He, Tim Newson, & Hanping HongGeotechnical Research Centre, Department of Civil Engineering – Western University, London, ON, CanadaMelanie Postman & Sheri MolnarDepartment of Earth Sciences – Western University, London, ON, Canada

Investigations of the soil-foundation interaction behaviour and transfer of energy from the wind to the ground and the subsequent transmission of elastic waves to the surrounding areas have not been conducted in Ontario. Indeed, very few seismic monitoring studies have been conducted globally around wind farms. It has been found that turbines predom-inantly produce vibrations related to structural resonances and blade passing frequencies. Spectral peaks correlated with wind speed, and spectral composition and energy was found to be modified with distance and was dominated by surface waves. This paper discusses a study of the effect of the wind-structure interaction on the behaviour of a turbine foun-dation and the generation of ground-based vibrations around a working commercial wind turbine. The field monitoring system and meteorological instrumentation are described in this paper and the responses of the structure and the surrounding ground due to the fluctuating wind-field are discussed.


492 - Suitability of Brine Disposal in SW Ontario: The Lucas Formation and the Cambrian Age Strata Jai Duhan Department of Civil Engineering – University of Waterloo, Waterloo, ON, Canada Richard Jackson Geofirma Engineering Ltd., Ottawa, ON, Canada Maurice Dusseault Department of Earth Sciences – University of Waterloo, Waterloo, ON, Canada

In southwestern Ontario, salt caverns are utilized for disposing oil field wastes, storing liquid and gaseous hydrocarbon products, and in the future, such caverns are planned to be used for grid-scale compressed air energy storage (CAES). Solution mining salt caverns generate large volumes of brine that must be disposed; deep well injection offers a practical and safe option to dispose large volumes of brine. The aim of this study is to evaluate the potential of brine disposal in southwestern Ontario based on geological, geomechanical, and petrophysical parameters. Multi-criteria analysis is utilized to develop an evaluation system that would compare various strategically chosen sites in southwestern Ontario. The main criteria used in the study are permeability, porosity, depth, thickness, reservoir li-thology, and caprock lithology. The assessment technique developed is intended to yield a “first-order” estimate of preferred brine disposal areas in the Lucas Formation and the Cambrian age strata within southwestern Ontario.

131 - A new thermal response test with heating cable sections and fiber optic distributed temperature monitoring Maria Isabel Vélez & Jasmin Raymond Centre-Eau Terre Environnement, Institut National de la Recherche Scientifique, Québec, QC, Canada Daniela Blessent Programa de Ingeniería Ambiental, Universidad de Medellín, Medellín, ColombiaNataline Simon, Olivier Bour Géosciences Rennes-OSUR, CNRS – University Rennes 1, Rennes Cedex, France

Thermal response tests are used to assess the subsurface thermal conductivity to design ground-coupled heat pump systems. Conventional tests require a source of high power to heat water circulating in a pilot ground heat exchanger. A new method using heating cable sections standing in the water column of a ground heat exchanger pipe has been developed to reduce the required power source. This method, coupled with fiber-optic distributed temperature sensing, was used to conduct a thermal response test. The sub-surface thermal conductivity near heating sections was inferred using a finite line source equation simulating conductive heat transfer. Temperature data provided by the fiber optic was used to evaluate possible heat transfer by free convection in the standing water column. Estimated thermal conductivity ranged between 1.72 to 2.19 W m-1K-1. The analysis of Rayleigh number stability criteria suggested the presence of free convention during the heat injection.


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360 - Field assessment of a ground heat exchanger performance with a reduced borehole diameterJasmin Raymond, Jean-Marc Ballard, & Claude Hugo Koubikana PambouInstitut national de la recherche scientifique, Centre Eau Terre Environnement, Québec, QC, CanadaPatrice KwemoÉnergie Stat, Montréal, QC, Canada

Geothermal or Ground-coupled heat pump systems are commonly designed with ground heat exchangers having a single U-pipe installed inside boreholes with a 152 mm (6 in) diameter. Design calculations have, however, demonstrated that a reduced borehole diameter can help decrease the borehole thermal resistance and improve the system performance. While the mathematical demonstration of this improved thermal performance has been accepted, a doubt can persist in the field because of the uncer-tainty about horizontal pipe spacing that can hardly be measured inside a ground heat exchanger. A thermal response test with the objective of evaluating the borehole thermal resistance of a pilot ground heat exchanger with a 114 mm (4.5 in) diameter to verify the in situ performance was consequently performed in the field. The analysis revealed a borehole thermal resistance equals to 0.088 m K W1 and a subsurface thermal con-ductivity of 1.75 W m1 K1, when evaluating the water temperature of the ground heat exchanger with the p-linear average. This in situ borehole thermal resistance is compa-rable to smaller than those calculated from design criteria with the multipole method for ground heat exchangers with a 152 mm (6 in) diameter, suggesting an equivalent or better thermal performance for the reduced diameter.

454 - Numerical investigation of the capacity and settlement of a thermo-active pile in saturated sand R. Zhao & A. Leung Discipline of Civil Engineering, School of Science and Engineering – University of Dundee, Dundee, United Kingdom I. Anastasopoulos Institute of Geotechnical Engineering – ETH Zürich, Zurich, Switzerland

Finite element modeling has become a popular method to investigate the load transfer mechanisms between thermo-active piles and the surrounding soil upon pile heating/cool-ing. Sophisticated constitutive models that can capture soil thermoelastoplasticity have been proposed to model the thermo-mechanical response of soil-pile systems, but their inherent complexity renders their application in practice rather difficult. This key scope of the present study is to explore whether a simple mechanical soil model, after proper cali-bration, could be adequate to capture some of the key features of soil–pile interaction. Such a model is developed herein and verified against centrifuge model tests. It is shown that the developed simplified model is capable of capturing the distribution of mobilized axial loading of a thermo-active pile in saturated sand. The pile heating/cooling effect is found to be significant only when the working load (WL) is lower than 60% of the ultimate pile


bearing capacity. Under a large constant WL, irreversible pile settlement upon cyclic ther-mal loading is observed. The latter is associated with cyclic mechanical loading and plastic straining of the soil beneath the pile, due to pile expansion and contraction.

EXPERIMENTAL SOIL MECHANICS II Tuesday October 3, 2017 | 13:45 - 15:15 | Room 204

834 - Influence of sampling mode and soil humidity on the reproducibility of particle size distributionMirela Sona, Jean-Sébastien Dubé, François Duhaime, & Yannic ÉthierLaboratoire de géotechnique et de génie géoenvironnemental (LG2)Département de génie de la construction, École de technologie supérieure, Montréal, QC, Canada

Soil sampling for chemical analysis is an important aspect of contaminated soil character-ization. For measured contaminant concentrations to be representative of the real in situ concentrations, soil samples must also correctly represent soil characteristics, most notably particle size distribution (PSD). This paper reports on an experiment on the effects of sampling mode and soil humidity on the representativeness of PSDs. Four lots of a mix-ture of crushed stone and clay were prepared, namely two dry lots and two lots at a water content of 5% (w/w). All lots were sampled by nonprobabilistic grab sampling (GS) and a probabilistic sampling (PS) technique. Percent mass and its variability were determined as a function of particle size, sampling mode and humidity. Qualitative and statistical quanti-tative analysis of the results were conducted. Neither sampling mode, nor humidity caused significant biases between measured PSD. However, a significant reduction in PSD vari-ability was noted when using PS with respect to GS on dry lots. Humidity also decreased PSD variability in samples obtained by GS, but had no effect on sample obtained by PS. Therefore, PS produced more representative PSDs than GS. PS seems to exert a control on representativeness independently of humidity, which is not the case for GS.

839 - Physical Modelling of Undrained Slope Failure Using a Geotechnical Centrifuge Stephen Laporte & Greg SiemensGeoEngineering Centre at Queen’s-RMCCDepartment of Civil Engineering – Royal Military College of Canada, Kingston, ON, Canada

The geotechnical centrifuge is reliable tool for modeling complex geo-engineering prob-lems. A fundamental of scaled modelling is the modelling of models technique as de-scribed by Madabhushi, 2016. This method consists of scaling a prototype into at least two scaled models, of dimensions which are suitable for centrifuge testing, and attaining the same result. After incorporating the modelling of models technique the behaviour of the prototype can be accurately tested with confidence using scaled models within the gravity field of the centrifuge. The primary focus of this paper is to gain a better understanding


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of the centrifuge modelling techniques and scaling laws by comparing observations made during lab testing with calculated values using established numerical methods. Taylor’s slope stability charts will be used to predict the N value at which undrained failure of a slope occurs; where the N value is the acceleration ratio with respect to earth’s gravity. The undrained slope experiments investigated a variety of models with different slope angles, water contents, undrained shear strengths and scaling factors. Models were created by both compaction and consolidation. The centrifuge testing was conducted by steadily increasing the gravity field until undrained failure occurred and the data was then analyzed using geoPIV software. The results show the correlation between the predicted and measured N-values agree, giving confidence in the procedure, testing and interpretation of undrained models in the centrifuge.

715 - Physical Modeling of a Slug test for soil permeability measurementAfaf Moumin & Djaouida ChenafDepartment of Civil Engineering Department, Royal Military College of Canada, Kingston, ON, Canada

A slug test is a fast, inexpensive, and commonly used soil permeability test for the estima-tion of the saturated hydraulic conductivity values of aquifers. This paper introduces the physical modeling of slug test under controlled laboratory conditions. It shows how strong this tool is in simulating and in understanding the response of the aquifer to a slug test. It describes all of the details of the experimental set up of the physical models as well as the modeling methodology. The values of the saturated hydraulic conductivity obtained from the physical modeling are in good agreement with the constant head permeameter results.

816 - The apparent underconsolidation of hydrate-bearing fine-grained sediments William E. SmithBGC Engineering Inc., Calgary, AB, CanadaJeffrey A. Priest & Jocelyn L. H. GrozicDepartment of Civil Engineering – University of Calgary, Calgary, AB, Canada

Gas hydrates form within deep-water marine sediments, and may pose an offshore geo-hazard when changes in temperature or pressure lead to hydrate dissociation. Recent drill-ing expeditions show that stiff, ice-like hydrate readily forms within fine-grained marine soils as complex, near vertical vein structures. Testing of intact fine-grained hydrate-bear-ing sediments has suggested that the host soil matrix may be underconsolidated given the depth from which they were recovered. This paper presents the results from a series of unconsolidated undrained triaxial shear tests carried out on laboratory prepared fine-grained soil specimens containing vertical, cylindrical, synthetic hydrate veins of different diameters. The test results are used to discuss how hydrate vein formation may lead to the apparent underconsolidation of marine sediments, and the potential impact of this under-consolidation on the dissociation behaviour of the sediment.


868 - The effect of water content and particle size on the behavior of non-engineered Mudrock backfill materials under dynamic loadsShaymaa Kennedy, Sam Clarke, & Paul ShepleyDepartment of Civil and Structural Engineering, University of Sheffield, Sheffield, South Yorkshire, United Kingdom

With the upcoming construction of high-speed rail HS2 in the UK, a number of issues surrounding the construction technology and track design need to be considered. In this paper, performance of a mudrock backfill subsoil, subjected to dynamic loads was studied. The mudrock backfill is a weak prevalent rock with an unknown response to indicative high-speed rail loading. Experimental testing used a triaxial cyclic loading machine was conducted to assess the expected mechanical performance of the mudrock backfill under different soil conditions. These conditions were chosen to reflect the expected soil condi-tions beneath different track constructions. This study investigates the influence of varying the water content and particle size distribution to understand the effects on the underlying soil behavior. Identical load conditions were applied for all tests to simulate the expected stresses at 1 m depth. The stiffness of mudrock showed effective the performance of soil with changing the condition.

115 - Parameters Affecting the Dynamic Behavior of the Machine Foundations Mahmoud M. HassanStructural Integrity Section, Asset Integrity Department, Saudi Basic Industries Corporation (SABIC), Jubail, Saudi Arabia

Machine foundations are designed to limit their response to allowable amplitudes that satisfy the safe operation of the machine while not disturbing the personnel working in the vicinity. The dynamic analysis of machine foundations is complex in nature because it is affected by the interaction between large numbers of design parameters. The design of ma-chine foundations is often conducted through consideration of several design trials. These trials involve several modifications in the parameters affecting the dynamic behaviour of the foundation. In this study, the dynamic response of a large pump-foundation system is investigated under excitations from the motor and pump impeller unbalance. Different design options of the foundation design are considered: shallow block foundation and deep block foundation. The effects of soil type, embedment depth, soil damping, foundation mass, pile length, and pile type on the dynamic behaviour of the foundation are discussed. The study presented would be helpful for the practising engineers to reduce the number of trials in the design process, and to arrive at the optimum design.


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PILES IITuesday October 3, 2017 | 13:45 - 15:15 | Room 202

681 - Lateral Behaviour of Concrete-Filled FRP Tube Piles Mostafa Jafarian Abyaneh, Hany El Naggar, & Pedram SadeghianDepartment of Civil and Resource Engineering – Dalhousie University, Halifax, NS, Canada

Applications of fiber-reinforced polymer (FRP) composite piles are rapidly gaining traction in Canada and around the world. FRP piles offer several advantages compared to traditional piles, the most important of which is the corrosion resistivity and its applicability to marine applications or in any other corrosive environments. Concrete-filled FRP tube piles are the most commonly used type of these composite piles. In this system, there are two main struc-tural components: an FRP shell or tube, and a concrete infill without steel reinforcement. The relative stiffness of these two components controls the piles performance to vertical and lateral loads. This paper investigates the effect of the relative stiffness of the individual pile’s components on its structural and geotechnical performance utilizing 3D finite element mod-els of a full-scale field tests conducted during the construction of route 40 Highway Bridge in Virginia. Based on the curves of deflection along the length of the pile, the modeling results were in good accordance with the experimental data, which means that the proposed model can be used in a parametric study to optimize the design of composite piles.

763 - Bidirectional pile testing: what to expect Hicham (Sam) Salem AATech Scientific Inc., ON, Canada Bengt H. Fellenius Consulting Engineer, Sidney, BC, Canada

Bidirectional (BD) testing of foundation piles was first introduced by Pedro Elísio (Brazil) in 1981 and Jorj Osterberg (USA) in 1987. It is still, however, not fully embraced by the industry despite its substantial technical and economic advantage over the conventional head-down test. This article provides a brief description of the state-of-the-art in bidi-rectional testing of foundation piles, advantages, difficulties, and recommendations. Case histories from the authors’ experience illustrate some issues that can be encountered in BD testing. One issue being the effect of uneven shaft resistance distribution on strain gage. Also discussed is the location of strain gages, and whether strain-gage instrumentation is warranted in short piles. This is intended to raise awareness and confidence in specifying bidirectional testing as an effective tool for optimizing a piled foundation design. The authors recognize the importance of sharing experience in a field where trial and error can come at high cost and better planning can lead to more rewarding tests.


769 - Numerical modeling of micropiles in stiff clay subjected to combined loadingMaged Abdlrahem, Moustafa ElSawy, Mehdi Heidari, & M. Hesham El NaggarDepartment of Civil & Environmental Engineering – Western University, London, ON, Canada

Micropiles are small diameter, usually less than 300 mm, drilled and grouted piles. In many applications, micropiles are subjected to combined loading, which involves axial and lateral loads, and possibly bending moment. In order to investigate the effect of axial loading on the lateral resistance of micropiles, full-scale load tests on micropiles subjected to com-bined loading are modeled using three-dimensional finite element analysis. The soil is mainly stiff-to-hard clay underlain by silty sandy shale. The outer diameter of the micropile casing was 178 mm and its minimum yield strength was 552 MPa. The 3D FE model is calibrated based on the site conditions and the lateral load - deflection curves. The calibrated model is then used to perform a parametric study in order to investigate the effect of different parameters that control the lateral response of micropiles. The results ob-tained from the analysis provide further insights on the micropile load transfer mechanism, especially the effect of axial loading on the lateral resistance of micropiles.

853 - Static Load-Test Performance of Cast-in-Place Concrete Piles in the City of WinnipegJames Blatz & Dan MrozUniversity of Manitoba, Winnipeg, MB, Canada

Cast-in-place concrete piles support a majority of new single-detached homes built in the City of Winnipeg. Traditionally, local practice determined the capacity of cast-in-place concrete piles founded in the local high-plastic lacustrine clay using an assumed skin fric-tion value of 300 psf (14.5 kPa). Analysis of historic Winnipeg Building Codes suggests that this value was not based on local information but was adopted from generic values in an early version of the National Building Code of Canada. A static pile load-testing pro-gram was carried out on five cast-in-place piles to measure capacity for comparison with calculated capacity of cast-in-place piles based on traditional semi-empirical calculations using laboratory and in-situ testing based on Limit States Design principles. Analysis of these test results and calculated values allows for examination of the applicability of the historic 300 psf (14.5 kPa) assumed in local design.

902 - Dynamic analysis of rigid monopiles in multilayered viscoelastic soil Bipin Kumar Gupta & Dipanjan Basu Department of Civil & Environmental Engineering – University of Waterloo, Waterloo, ON, Canada

A continuum-based analysis of rigid monopiles embedded in multilayered viscoelastic soil deposits and subjected to steady-state harmonic lateral loading at the pile head is pre-sented. Force diagrams showing appropriate internal and external forces of the pile-soil


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system are considered. Equilibrium equations governing the pile and soil displacements are derived maintaining appropriate force balance using the principle of virtual displacements and the Extended Hamilton Principle. The equilibrium equations are solved following an iterative numerical scheme to obtain the pile and soil displacements. The accuracy of the analysis is verified by comparing pile responses obtained from the analysis with those obtained using other equivalent methods available in the literature.

468 - Nonlinear mobilization of 3D earth resistance for improved design of soldier pile wallsStefan JungDr. Jung + Lang Ingenieure, Saarbruecken, Germany

The mobilization of earth resistance is generally characterized by a nonlinear relationship between horizontal displacements and activated earth pressures stresses. For soldier pile walls especially the 3D behavior of earth resistance mechanism and the stress history of soils caused by excavation are significant for the magnitude of earth pressure stresses and their distribution with depth coordinate. The results of 3D numerical parametric studies pointed out the strongly nonlinear relationship between stress mobilization and displace-ments. The value and depth coordinate of resulting earth pressure force is also changing with different degrees of mobilization. A new approximation formula for the mobilization of earth resistance stresses related to significant parameters was developed for common ranges of geometry parameters. This approach enables an improved design and a reliable prediction of displacements for soldier pile walls in sand.

GEOSYNTHETICS II Tuesday October 3, 2017 | 13:45 - 15:15 | Room 203

527 - Geomembrane strains and puncture from tire derived aggregate overlying compacted clay Bryce Marcotte & Ian Fleming Department of Civil, Geological, and Environmental Engineering– University of Saskatchewan, Saskatoon, SK, Canada

Geomembranes are placed over a compacted clay or geosynthetic clay liners in waste contain-ment facilities. A high hydraulically conductive aggregate is placed on top of the geomembrane to reduce the hydraulic head and minimize seepage. The rising cost of gravel in some areas has resulted in an increased use of tire derived aggregate (TDA). TDA is composed of vehi-cle tires that have been shredded into pieces. Differential loading of the geomembrane by the TDA particles over a yielding compacted-clay (or GCL) subgrade will result in deformation of the geomembrane and consequently in a distribution of tensile strain in the geomembrane. A method has been developed for testing and comparing the effect of different protection layers, pressures and geomembranes. Preliminary results indicate that TDA may be suitable as a drainable aggregate, but different protection layers would be required depending on the load.


695 - Evaluation Of Key Factors Affecting Gas Leakage Through GMB-GCL Liner Greg G. Qu, Sean D. Hinchberger, & Ali El Takch Hatch Ltd., Niagara Falls, ON, Canada R. Kerry Rowe Geoengineering Centre Queen’s-RMC, Department of Civil Engineering, Queen’s University, Kingston, ON, Canada

This paper assesses the key factors affecting advective gas leakage through a composite GMB/GCL gas barriers from geomembrane defects. The key factors include the GCL gas permeability, GMB/GCL contact transmissivity, GMB defect size, and differential gas pres-sure. First, the paper evaluates the typical ranges of these parameters and provides empirical correlations for engineers to estimate the first two key parameters in a preliminary phase where laboratory test data for specific products are usually not available. The correlations were developed by reviewing the available laboratory data in literature. Second, the impacts of the key parameters to gas leakage are evaluated and illustrated through an example and associated parameter sensitivity studies. In addition, a GMB-only type liner was assessed in terms of gas leakage control, in comparison with a composite liner. Finally, some design considerations are presented to achieve good performance for a gas leakage control liner.

519 - Physical Performance of a Bituminous Geomembrane for use as a Basal Liner in Heap Leach Pads M. Clinton & R. Kerry RoweDepartment of Civil Engineering – Queen’s University, Kingston, ON, Canada

Bituminous geomembranes (BGMs) have been used in barrier applications such as canal linings, tailings facility liners, and as waste covers however there is a paucity of data on their use as basal liners under high overburden stress, such as the case of heap leach pads. Heap leach pads present a challenging environment for any geomembrane; in most cases a coarse drainage layer is in direct contact with the geomembrane. This paper examines the performance of a 4.0 mm BGM with respect to gravel puncture, strains, and leakage in a unique testing apparatus. It was found that this particular BGM showed a good resistance to leakage, at heads less than 10 m, even with a significant number of gravel punctures suggesting a “sealing” interaction between the gravel and bitumen.

748 - Exceptional Longevity of Bituminous Geomembrane Through Several Decades of PracticeDaly NatalieAxter Coletanche Inc. Montréal, QC, CanadaBreul BernardAxter S.A.S. Paris, France

With more than forty years of various applications in Hydraulics, Environmental Pro-tection and Transportation, bituminous geomembranes have confirmed their longevity


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based on case histories and laboratory testing. Bitumen is the oldest known engineering material and has been used from the earliest times for waterproofing works. The bitumi-nous geomembrane is a composite geomembrane with a structure based on a non-woven polyester geotextile, completely impregnated in a compound consisting of elastomeric bi-tumen. The bitumen, with its exceptional longevity for over thousands of years, ensures the protection of the impregnated non-woven geotextile, which maintains the mechanical performance and tensile strength of the bituminous geomembrane overall. The elastomer-ic material of the compound improves the flexibility and viscosity of the geomembrane in very cold temperatures. These characteristics permit site installation in very harsh and cold climatic conditions. Scientific results proving the long-term behavior of bituminous geomembranes will be presented by a theoretical and practical approach, as well as stan-dardized laboratory testing.

771 - Case Study: The use of Geosynthetics Insulated Floating Covers to Conserve the Heat within the Waste Water Treatment Lagoons Rohit Sati, Brian Fraser, & Mike Cerilli Layfield Group, Edmonton, AB, CanadaLiang LiuStantec, Red Deer, AB, Canada

Municipalities in various regions of North America are often challenged with cold weather conditions that can adversely affect microbial processes in the waste water treatment facilities. Nitrification is a microbial process by which reduced nitrogen compounds (primarily ammo-nia) are sequentially oxidized to nitrite and nitrate. In early 2016, a municipality in central Alberta was impacted by reduced nitrification efficiency of their waste water treatment pro-cess during the winter season. This resulted in the accumulation of higher than acceptable levels of ammonia before the treated water was discharged into a nearby waterbody. The bacterial fluctuations and ammonia levels in the wastewater system could be controlled by reducing heat losses. This paper describes the design, fabrication and installation of a modu-lar insulated floating cover system to improve the nitrification process of the four treatment lagoons. A heat loss calculator was developed to predict the reduction in heat loss by incor-porating the insulated cover system. A prefabricated 100 mm thick geosynthetic modular insulated cover system was considered to be one of the more cost effective and efficient ways to retain heat in the water treatment cells during the winter operating months. The design of the cover needed to factor in a low ambient -40°C design temperature and maintain the tem-perature of the incoming effluent (10°C) in these cells. Other design criteria included wind uplift of the cover, gas build up below the cover, and the need to remove the cover for lagoon maintenance. The cover system also needed to be installed around an existing surface aera-tion system. Due to tight time constraints and deteriorating weather conditions, the cover system over one of the four main cells was installed and made operational in December 2016. This paper outlines the challenging winter installation conditions and project management solutions incorporated to complete the project on schedule.


309 - Behavior of weathering resistance for geotextile materials Kary Lin & Amy Tang ACE Geosynthetics, Taichung, Taiwan, Republic of ChinaJason Wu Department of Civil Engineering – Chung Hua University, Hsinchu, Taiwan, Republic of China

Geotextiles have been extensively used for all kinds of civil and environmental projects to account for the latest environmental concerns such as sustainability, global warming, en-ergy saving and carbon reduction. However, many applications could expose geotextiles to sunlight directly for a long time and weaken their strength properties because of the effect of ultraviolet (UV) irradiation. Such degradation influences should be well con-sidered to warrant a suitable long-term performance over the service life for the facilities. At present, natural outdoor exposure and laboratory accelerated weathering tests have commonly been used to investigate the effect of sunlight on the geotextiles. However, they all present advantages and weaknesses. Further studies are necessary to develop correlations of these methods and improve the prediction of long-term behavior in this regard. This research conducted an experimental program to explore the weathering resistance behavior for polypropylene (PP) geotextiles using actual outdoor exposure and laboratory accelerated exposure tests. Both Xenon Arc and UV fluorescent devices were used in laboratory for comparisons. Test results were analyzed and compared to develop correlations between different test methods. The study presented herein will be valuable for engineers in considering the effect of weathering resistances for outdoor applications with polypropylene geotextiles.

GEOHAZARDS IV / TRANSPORTATION GEOTECHNICS ITuesday October 3, 2017 | 13:45 - 15:15 | Room 208

188 - Road Reconstruction across Environmentally Sensitive Slopes on Vancouver Island, BC Peter Bullock GeoStabilization International Inc. Vancouver, BC, Canada

Innovative construction techniques involving reinforced earth, soil anchors and a design build approach, not only provided economical road reconstruction, it also satisfied the long term needs of stakeholders while saving the forested riparian area along the shores of a hydro reservoir. Waterways are common transportation corridors and desirable for homes and recreation, however the waters edge is a dynamic place. Not only is this area high in ecological value, rich with food and riparian shade, it is often actively eroding causing instability in the slopes above. The challenge of maintaining infrastructure with-out damaging the ecological value always proves challenging. The road highlighted in this paper is situated within the limits of a small Village on Vancouver Island. The outer lane of this road had to be closed due to fill slope failures down to the reservoir and


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recreation area below. Steep slopes, high rainfall, tight budgets and multi stakeholders defined the job; Geosynthetic Confined Soil™ (GCS) and soil anchors fixed it. This pa-per highlights how a collaborative approach between the Municipality, Power Authority, environment and designer developed the long term, low impact solution that kept the riparian zone intact.

189 - Performance of granular shear keys for landslide remediation Hugh Gillen, C. Derek Martin, & Michael T. Hendry Department of Civil and Environmental Engineering – University of Alberta, Edmonton, Alberta, Canada

Canadian transportation industries have been using granular shear keys to remediate slope instabilities for decades. Engineers have used limit equilibrium (LE) analyses as the stan-dard method for designing these granular shear keys. These LE analyses do not account for the strain required to mobilize the shear resistance in the granular backfill. Finite element methods can model deformation but require calibration and may not always be practical. A review of the design and corresponding performance of granular shear keys based on extensive empirical data could complement current design methods and enhance design effectiveness and reliability. This paper presents the results of a review of 38 case histories, which involve either conventional trenched granular shear keys or rockfill column shear keys. The purpose of this compilation was to identify empirical relationships between shear key design and deformation.

203 - Case Study of Landslide Stabilization using Sheet Pile Ribs James R. Bartz, Michael T. Hendry, & C. Derek Martin Department of Civil and Environmental Engineering – University of Alberta, Edmonton, AB, Canada Melissa Ruel CN Railway, Montréal, QC, Canada

An unconventional slope stabilization method has been developed utilizing a series of par-allel sheet pile walls installed oriented parallel to the direction of the landslide movement. The sheet pile walls are installed to a depth beyond the slide plane into the underlying sta-ble soil or rock mass. This novel landslide stabilization method is known locally in Edmon-ton, but has only seen limited application since it was first introduced by Dr. R.M. Hardy. Recently CN utilized the method, referred to as “Hardy Ribs”, in western Manitoba to mitigate a landslide that was affecting its rail line. This paper discusses the performance and design of the Hardy Ribs at this case study site.


767 - Highway 63:11 Twinning North of Athabasca River Bridge in Fort McMurray, Alberta: Pinch Point West Pile WallTarek Said Abdelaziz & Donald ProudfootThurber Engineering Ltd., Edmonton, AB, CanadaRoger SkirrowAlberta Transportation– Geotechnical and Materials Section, Edmonton, AB, CanadaDan MorinAECOM– Bridge Group, Edmonton, AB, Canada

Highway 63:11 north of the Athabasca River, in the urban service area of Fort McMurray, Alberta is situated on a narrow river terrace. This creates a “Pinch Point” for transportation and utility corridors. The highway is constrained between the toe of a meta-stable colluvial valley slope to the west and the crest of a steep eroded river bank to the east. Since the highway twinning project through this area required a substantial increase in the road-way width, two tied-back pile walls were constructed parallel to the highway corridor to accommodate the widening plan. A 320 m long tangent pile wall was built along the east side to accommodate the widening fill and a 420 m long secant pile wall on the west side to retain up to a 9 m high cut at the toe of the valley slope. The west pile wall, which is the subject of this paper, is the longest of its kind in Alberta. The wall carries a factored lateral load of 200 MN, and consists of 270 infill piles, 271 rock socketed structural piles and 446 high capacity multi-strand anchors bonded into Devonian limestone. The paper provides a summary of the design and construction aspects of the wall, and includes a brief discussion of instrumentation monitoring results.

634 - Landslides along Valley Walls of Qu’Appelle River, Saskatchewan Hung Vu & Laurie Stang Golder Associates Ltd., Saskatoon, SK, Canada Harpreet Panesar, Hamid Soleymani, & Jody Schafer Ministry of Highways and Infrastructure, Regina, SK, Canada

The Qu’Appelle River Valley was formed as a spillway and meltwater channel. The valley and its main tributaries provide a significant contrast to the local low relief topography in Southeastern Saskatchewan. As a result, most of the landslide problems occur where high-ways and bridges are built and urban developments are located along the river valley walls. The level of landslide activities has increased in recent years due to increased precipitation. This paper provides an overview of the geology, stratigraphy and groundwater conditions, current slope stability conditions of the valley wall, effect of rainfall to landslide activities, technical challenges to landslide remediation and remediation measures used. The paper also presents a number of case histories where potential significant economic loss of infra-structure and/or public safety concerns are involved, including i) Large retrogressive, mul-tiple and/or multilevel failures in shale bedrock where the shale bedrock surface outcrops above the floodplain; and ii) Landslides on the till backslope of existing roads where the till/shale bedrock surface is deep.


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273 - Monitoring landslide velocity at Ten Mile Slide with ground based LiDAR Matthew Lato, Andrew Mitchell, & Michael PorterBGC Engineering Inc., Vancouver, BC, CanadaSarah GaibBC Ministry of Transportation and Infrastructure, Victoria, BC, Canada

Ten Mile Slide, also known as Fountain Slide, is an active landslide in southwestern British Columbia that is crossed by BC Highway 99 and Canadian National (CN) Railway. Cur-rently, the BC Ministry of Transportation and Infrastructure (MoTI) is pursuing measures to manage landslide deformations along a 200 m stretch of Highway 99 through structural support. To support this work, 3-dimensional (3D) surficial monitoring at the site is being conducted by analyzing Terrestrial Laser Scanning (TLS) data. TLS data are collected bi-weekly in snow free conditions from the opposite side of the Fraser River, approximately 500 m away from Highway 99. Each TLS scan is aligned to the initial baseline dataset and evaluated for 3D differential change. The accuracy of the datasets and their alignment to the baseline dataset range between 0.02 m and 0.03 m facilitating a limit of detectable change between 0.04 m and 0.06 m. Individual blocks within the dataset are tracked and the velocity of movements are evaluated in conjunction with precipitation data recorded on site. The TLS data enables surficial movement to be tracked across the entire active landslide facilitating assessment of change in regions inaccessible to traditional surveying methods. The TLS analysis further enables the identification of discrete regions within the slide mass displacing at varying rates providing supplementary information on the be-havior of the slide mass at a higher temporal resolution than was previously available; this information aids in the planning of the mitigation efforts.

ROCK MECHANICS I Tuesday October 3, 2017 | 13:45 - 15:15 | Room 206

263 - Multiple Failure State Triaxial Testing of Anisotropic Laminated Fine-Grained Sedimentary RocksScott McKean & Jeffrey PriestDepartment of Civil Engineering - University of Calgary, AB, Canada

Multiple failure state (MFS) triaxial testing is a useful experimental technique for the evaluation of unconventional reservoir geomechanics. This study uses the MFS proce-dure to investigate oriented core plugs of the Montney formation and equivalent outcrop, along with ultrasonic pulse transmission testing. The triaxial results were able to capture post-peak behaviour and reported a wide variability in calculated elastic parameters, an increased Young’s modulus and Bulk modulus with confining stress, and more anisotropy in the outcrop than subsurface Montney samples. Pulse transmission results indicated in-creasing P-wave velocities with both confining and deviatoric stress.


259 - Crushing and embedment of proppants during high-stressed rock-proppant interaction test Shuai Man & Ron Chik-Kwong Wong Department of Civil Engineering – University of Calgary, Calgary, AB, Canada

Proppants are of critical importance in hydraulic fracturing to enhance oil and gas pro-duction in low-permeability formations. Understanding the mechanical performance of proppants under field conditions is extremely important for proppant selections, which can make a difference between success and failure in designing hydraulic fracturing treatments. However, this important topic has received inadequate attention among geotechnical engi-neering researchers. This paper experimentally investigates the grain crushing and embed-ment of proppants by performing rockproppant interaction tests. The tests mimicked the proppants’ behavior in a hydraulically induced fracture under in-situ compressive stresses. Ceramic proppants and frac sand with different morphological features and mechani-cal properties were used in the test, along with rock wafers recovered from gas-bearing sandstone formation in Alberta. Scanning electron microscope was employed to exam-ine grain crushing and embedment at microscopic scales. Test results revealed proppant crushing and embedment under field conditions and their implications for the fracture’s conductivity. Although both ceramic proppants and the frac sand experienced severe grain crushing, they showed different crushing patterns which were inferred to potentially cause varying levels of reduction in fracture conductivity. Quantitative permeability evaluations of proppant packs confirmed this hypothesis. Compared with that of ceramic proppants, indentations on rock surface caused by the frac sand were larger and deeper, which indi-cated severer grain embedment and potentially greater loss of fracture conductivity. These findings will enable a better understanding of the proppants’ mechanical performance in a hydraulically induced fracture in the sandstone formation.

187 - Evaluation of use of strain gauges and LVDTs for measuring deformation of rock core samples in uniaxial compression test for elastic modulus determination Michael Braverman, Bruce Polan, & Casey Adachi GHD, Waterloo, ON, Canada Dmitry Olshansky, Andrew Drevininkas, & Geoffrey Creer Toronto Transit Commission (TTC), Toronto, ON, Canada

Elastic characteristics of dolostone rock core samples were obtained through a laboratory testing program using uniaxial compression tests and analysis of stress-strain curves. The sample strains were measured using three different methods: a) strain gauges (SG), b) LVDT mounted on the sample (LVDTS) and c) LVDT as a standalone device or total de-formation measurements (LVDTT). These results were corrected for apparatus deforma-tion by using a reference steel cylinder with known elastic properties as per ASTM recom-mendations. While the strain values obtained by SG, method a), and LVDTS mounted on the sample, method b), are similar and comparable, the use of the LVDTT as a standalone test, method c), produces inconsistent results. It appears that a correction for apparatus de-


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formation cannot be applied universally to all tests and should be evaluated each time the standalone LVDTT is used. This makes total deformation measurements via LVDTT as a standalone device unreliable. The conclusion of this paper is that the direct measurement of strain with method a) and b) are improvements on the ASTM method.

439 - Wetting Effects of Water and Lubricant Fluids on Dynamic Properties of the Queenston Shale from Southern Ontario Hayder Al-Maamori1, Hesham El Naggar1, & Silvana Micic1,2

1Geotechnical Research Centre, London, ON, Canada Civil and Environmental Engineering Department – The University of Western Ontario, London, ON, Canada 2Exp Services Inc., Brampton, ON, Canada

Queenston shale is a rock formation can be found in southern Ontario region. Similar to other shales forming this region, the Queenston shale exhibits time-dependent deforma-tion behaviour. These deformations were found to be associated with the development of micro cracks and the increase in the pores volume within the shale structure. Therefore, it is anticipated that upon the occurrence of time-dependent deformations in the Queenston shale, the dynamic properties of this shale may change. In this regard, the compressional wave velocity was measured before and after soaking shale specimens for 100 days in water and lubricant fluids (i.e. bentonite solution and polymer solution) used in micro-tunnel-ing process. The associated dynamic properties; such as shear wave velocity and dynamic moduli were consequently calculated. The results demonstrated a considerable decrease in the measured compressional wave velocity of the Queenston shale after soaking in water, bentonite solution and polymer solution, with the polymer solution causing lowest impact on the measured compressional wave velocity.

878 - Rock mass characterization in Montreal Island based on geological formation Nooshin Falaknaz, Arash Khosravi, Sébastien Monarque, Dany Brault, & Simon-Didone-ArseneauGHD, Montréal, QC, Canada

Rock mass characterization is a vital part of rock engineering. A good understanding of rock properties and rock discontinuities can help engineers establish their analyses based on reliable geotechnical data and save cost of construction and mitigate failure risk of ge-otechnical structures. This paper reviews the steps stablished to collect geotechnical data for rock mass characterization in Montreal island based on the regional geology and labo-ratory tests of more than 12 projects. A database of rock characteristics has been stablished according to the regional geology. The effect of the geological formation on the test results, which has also a significant influence on rock mass parameters, is later discussed. The paper concludes the discrepancies and similarities in rock mass properties that may arise in particular conditions.


639 - Evaluation of the impact of the geomechanical factors of the Kirsten’s index on the shifting-up of rock mass erodibility class Lamine Boumaiza & Ali SaeidiUniversité du Québec à Chicoutimi, Chicoutimi, QC, Canada Marco QuirionHydro-Québec, Montréal, QC, Canada

The Kirsten’s index was initially developed to evaluate the excavatability of earth materials, and it was furthermore adopted to evaluate the hydraulic erodibility of earth materials. For the rocky media, this index is determined according to certain geomechanical factors related to the intact rock and the rock mass, such as the compressive strength of intact rock, the rock block size, the discontinuities shear strength and the relative ground structure. To evaluate the impact of these geomechanical factors on the shifting-up of rock mass erodibility class, a statistical analysis combined with a sensitivity analysis was carried out. According to the results, it was observed that the compressive strength of intact rock has no impact on the shifting-up of rock mass erodibility class when it is greater than 50 MPa. For the block size and the discontinuity shear strength, it was observed that these two fac-tors are able to affect the shifting-up of rock mass erodibility class. Finally, it was difficult to make an efficient judgment about the impact of the relative ground structure. It should be mentioned that the performed assessments could be valid for the both contexts of the mechanical excavatability and the hydraulic erodibility of rock.

GROUNDWATER CONTAMINATION AND GEOTHERMALTuesday October 3, 2017 | 13:45 - 15:15 | Room 205Chair: Steve Wilson

220 - Qualified Success of Monitored Natural Attenuation of Gasoline Contamination in an Extremely Long Plume R.E. Jackson Geofirma Engineering Ltd., Heidelberg, ON, CanadaD.J. HeagleGeofirma Engineering Ltd., Ottawa, ON, CanadaR.M. SengebushINTERA Inc., Albuquerque, NM, United States

The remediation of a gasoline-contaminated alluvial aquifer following a one million-liter gasoline release from a tank farm in San Diego, California is discussed with respect to the various dissolved components (BTEX, MTBE and TBA) and redox conditions (DO, Fe, Mn, SO4, CH4) in the two-kilometer long plume. Remediation, involving soil vapor ex-traction of the LNAPL zone and groundwater extraction of the long MTBE/TBA plume, began in earnest after the MTBE plume had migrated two kilometers from the site in a


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semi-confined sand and gravel aquifer. Monitored natural attenuation (MNA) was relied upon to remove contamination not recovered by soil-vapor extraction (SVE) and groundwa-ter extraction (GWE), which together successfully removed the vast majority of the released BTEX and MTBE contamination. While MNA was successful in augmenting the remedi-ation of the BTEX and MTBE plumes, it was unsuccessful in depleting a TBA plume that had migrated beyond the influence of the groundwater-extraction well network. The absence of GWE remediation of this fugitive TBA plume exposed the failure of MNA in the case of TBA. The redox conditions that affected the biodegradation of the various components of the plume – with the principal exception of TBA – are presented and discussed in order to clarify the qualified success of MNA in this long hydrocarbon plume.

476 - Environmental Impacts of Geothermal Heating in Different Canadian Climates Negar Daemi & Magdalena KrolDepartment of Civil Engineering – York University, Toronto, ON, Canada

Geothermal heating has attracted worldwide attention in recent years since it shows prom-ise as an alternative to conventional HVAC systems. Geothermal heating uses the constant ground temperature to heat or cool buildings and, it offers low maintenance, high heating/cooling comfort, and a low carbon footprint, compared to conventional systems. Although there is an increasing trend in equipping large buildings with geothermal heating, there are still no environmental guidelines for geothermal applications in many countries such as Canada. Environmental impacts may include creation of subsurface thermal plumes or changes in groundwater flow dynamics. In the case of contaminated sites, the installation of a geothermal system may lead to unwanted pollutant migration. In the present study, the environmental impacts of a closed-loop GSHP system installation are examined. A three-di-mensional model was developed using FEFLOW to simulate groundwater flow and heat transfer in a geological formation with a borehole heat exchanger (BHE) field. The model was used to simulate the BHE field in different Canadian climates (Toronto, Vancouver, and Windsor) to investigate the effect of different heating and cooling loads on the subsurface. It was found that a large BHE system can impact the subsurface even after a year of operation in humid climates where the building cooling load was larger than the heating load.

743 - Development of Geothermal Energy Resources Maps for the City of Winnipeg Sylvia Susanto & Hartmut HolländerUniversity of Manitoba, Winnipeg, MB, Canada

Geothermal energy as an alternative source of energy has grown in recent years. The Upper Carbonate aquifer beneath the City of Winnipeg is heavily utilized by cooling and heating system. As of 2015, 86 open loop geothermal systems were registered within the City of Winnipeg and surrounding areas; with the permissible quantity of groundwater diverted for geothermal energy is more than 30,000 dam3 annually. Thermal wastewater injection into the aquifer beneath the City of Winnipeg causes a temperature increase, which is cur-


rently several degrees larger than in surrounding rural areas. With the increasing demand in geothermal systems, it is necessary to study the impact of these geothermal systems on groundwater temperature. As part of this study, geothermal energy resources maps were developed. The maps show the location and utilization of geothermal energy systems, the rate of groundwater being diverted, the quantity of groundwater diverted annually, and the number of production and recharge wells being used.

643 - Water and Energy Fluxes during Freezing and Thawing in the Unsaturated Zone Hartmut Holländer & Md. Montasir Islam Department of Civil Engineering - University of Manitoba, Winnipeg, MB, CanadaJirka ŠimunekDepartment of Environmental Sciences, University of California, Riverside, CA, United States

Current hydrological models are not adequately able to predict infiltration into partially or wholly frozen soils. Simple models do not adequately calculate energy fluxes or neglect key processes such as latent heat so that water fluxes are crudely coupled to soil temperature. This limits prediction accuracy by numerical models, which affects the quality of ground-water management planning as well as flood forecasting. This study evaluated the water flow and heat transport within HYDRUS-1D version 4.16 and with Hansson’s model (Hansson et al., 2004) to predict the impact of frozen and partly frozen soil on infiltration. We developed a standardised data set of water flow and heat transport into (partial) fro-zen soil by laboratory experiments using fine sand. The simulated water content by HY-DRUS-1D 4.16 showed large errors compared to the observed data showing by negative Nash-Sutcliffe Efficiency. The soil temperature profile simulated using HYDRUS-1D 4.16 was not able to predict the release of latent heat during the phase change of water that was visible in Hansson’s model.

GENERAL HYDROGEOLOGY III Tuesday October 3, 2017 | 13:45 - 15:15 | Room 207Chair: Karen Greer

223 - What can be learnt about dispersivity from transport experiments in unsaturated double-porosity soils? T. D. Tran Ngoc Centre Asiatique de Recherche sur l’Eau (CARE) - HCMC University of Technology, VNU-HCM, Ho Chi Minh City, Viet Nam Azita Ahmadi & Henri Bertin Institut de Mécanique et d’Ingénierie (I2M) - Université de Bordeaux, Bordeaux, France

Dispersivity is assumed to be an intrinsic property which characterizes the heterogeneity scale of porous media. When the medium is unsaturated by two fluid phases (water and


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air), dispersivity depends strongly on the saturation. “Doubleporosity” medium concept can be attributed to a class of heterogeneous soils and rocks in which a strong contrast in local pore size characteristics is observed. In this work, we revisited the intrinsicity of the dispersivity of a double-porosity soil with different saturations, by performing a series of one-dimensional experiments of chloride tracer dispersion under different boundary conditions. The physical double-porosity model was composed of solidified clayey balls, distributed periodically in a more permeable sandy matrix. The dependence of the disper-sivity on the saturation in the doubleporosity soil was established and compared with the trends obtained for the single-porosity soils in previous studies.

640 - Determining hydrofacies in granular deposits of the Valin River paleodelta in the Saguenay region, Québec Lamine Boumaiza, Alain Rouleau, & Pierre A Cousineau Université du Québec à Chicoutimi, Chicoutimi, QC, Canada

A hydrogeological characterization of hydrofacies in the Valin River paleodelta, in the Saguenay region of Quebec was conducted, based on the identification of lithofacies and the estimation of their hydrogeological properties, such as hydraulic conductivity and po-rosity. The variability of these two parameters makes the hydrofacies determination very difficult when considering these two parameters simultaneously. The approach followed in this study is to consider only the hydraulic conductivity in the determination of hy-drofacies. Furthermore, an intermediate step was followed between the identification of lithofacies and the hydrofacies determination. This step consists in grouping into operative units the lithofacies, characterized by similar classes and grain size fractions. Consequently, an operative lithofacies is determined by a range of hydraulic conductivity values. This approach reflects in particular the actual heterogeneity of a granular deposit, because the same lithofacies can correspond actually to several different values of hydraulic conductiv-ity. The hydrofacies are finally determined by grouping together the operative lithofacies characterized by a similar range of hydraulic conductivity.

863 - GWML2: An International Groundwater Data Standard Boyan Brodaric & Groundwater Standards Working Group Geological Survey of Canada, Ottawa, ON, Canada

Water data networks consist of autonomous and distributed data sources that are linked via common standards and technologies. Examples include the Canadian and US ground-water monitoring networks, as well as the water information system for Europe. Data standards play a key role in such linkages, as they identify the types of data to be shared and provide a common format for data exchange. GroundwaterML2 (GWML2) is a new in-ternational standard for groundwater data, developed under the Open Geospatial Consor-tium’s WaterML2 family of hydrologic data standards. GWML2 is used to enable sharing of information about aquifers, wells, groundwater monitoring, and related entities within North America, and in Europe and Australasia.


183 - Évaluation Technico-Spatiale du réseau d'infrastructure d'assainissement par les SIG: Quartiers sous équipés à Casablanca Sud-ouest (Maroc) A. Hijab & H. Boulekbache Département de Génie Civil – Univ Lille Nord de France, France UVHC, DeVisu, France A. AmraniAssocié, FLSH – Univ H2C, Laboratoire de Géomorphologie et Environnement, Casablanca, Maroc

L’objectif de cet article est l’utilisation de la technologie d’information et de communica-tion et d’aide à la décision pour une évaluation technico-spatiale du réseau d’infrastructure d’assainissement dans les quartiers sous équipés. Cette technologie géo-localisée est deve-nue l’un des outils les plus efficaces, qui assure une meilleure gestion des bases de données à référence spatiale. Cette recherche permet également de comprendre l’importance du ré-seau d’infrastructure d’assainissement et la conception des solutions durables et innovantes. En effet, elle contribue à la compréhension et à l’assimilation du schéma d’assainissement projeté pour les quartiers à restructurer, et en aval elle représente un guide qui va orienter l’impact du schéma d’assainissement sur la protection de l’environnement.

685 - Secondary Rock Structures Within Claystone-Rich Cretaceous Strata, Williston Basin, Saskatchewan, Canada and their Impact on Regional HydrogeologyJakub T. Szmigielski, & M. Jim HendryDept. of Geological Sciences, University of Saskatchewan, Saskatoon, SK, Canada

The geometry and spatial distribution of polygonal fault systems (PFS) within Cretaceous claystones were investigated at three sites in the Williston Basin (WB) using high-res-olution 3-D seismic datasets. These datasets represent 1510 km2 of the WB. Mapping shows PFS are present in the Colorado Group and Pierre Fm with vertical extents ranging from 200 to 330 m. Limited data collected across the Western Interior Sedimentary Basin (WISB) suggest the PFS described in the current study might be present throughout the WISB. Our data suggest PFSs increase the bulk hydraulic conductivity of the claystone.

787 - Hydrogeology of the Gull Lake Area, Eastern Manitoba, Canada Jeffrey J. Bell, & Justin E. NeufeldFriesen Drillers Ltd., Steinbach, MB, Canada

Gull Lake is located inland from the southeastern shore of Lake Winnipeg in eastern Manitoba, Canada. The location of the small lake is somewhat unique, situated on a mo-raine with a lake surface elevation that is well above the adjacent prairie landscape. Region-al drainage is complex, as the site lies in an upland area between two major water courses, both of which ultimately drain into Lake Winnipeg. This study, conducted to assess the factors which affect the surface elevation of Gull Lake, found that the site is underlain by


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glacial deposits which include abundant clays and tills. Additionally, glacial deposition ap-pears to have been influenced by major contacts within the regional bedrock which extend along the eastern fringes of the Western Canadian Sedimentary Basin. The results of this study highlight the importance of regional geological and hydrogeological processes in the assessment of local hydrogeological conditions.

EXPERIMENTAL SOIL MECHANICS III Tuesday October 3, 2017 | 15:45 - 17:15 | Room 204

679 - Electro-Osmosis Consolidation: Comparative Study between Laboratory and Field Results Milad Naghibi1, Hossam Abuel-Naga2, & Rolando P. Orense1

1Civil and Environmental Engineering Dept., University of Auckland, Auckland, New Zealand 2Department of Engineering, La Trobe University, Melbourne, Australia

Electro-Osmosis (EO), which is a subgroup of electro-kinetic processes, is defined as wa-ter movement within the fine-grained soil body due to the application of an external elec-tric potential gradient (voltage). Under the influence of the electric potential gradient, the cations in the body of the saturated soil mass are drawn to the cathode and the anions to the anode. This type of soil behavior subjected to DC electric potential gradient establishes a net water flow toward the cathode, and creates negative pore water pressure that produces soil consolidation. Although EO consolidation technique has been successfully applied in numerous field cases, the level of soil improvement observed in situ is lower than that reported in the laboratory. In this paper, a detailed comparison of laboratory experiments and case histories is conducted in order to establish an experimental framework for better estimation of the post-treated behavior of soil in the field.

490 - Geotechnical characterization of residual soils from igneous and metamorphic rocks at three sites in South America Jose Sanchez-MarrouKlohn Crippen Berger, Lima, Lima, Peru

This paper summarizes the results of geotechnical investigation programs for character-ization of residual soils from igneous and metamorphic rocks at jungle sites in Ecuador, Guyana and Brazil. An overview of the field and laboratory test results from these sites is presented, providing details on the field investigations (e.g., drilling; Standard Penetration Tests (SPT), Vane Shear Tests (VST) and in-situ permeability tests) including a com-parison of their index, compressibility and shear strength properties. The results from the investigations are shown in a framework to review how intimately the residual soils prop-erties are linked to the sites geology and show how these properties were used in practice.


426 - Creep Behavior of Frozen Leda Clay under Combined Compression Stress and Thermal Exposure. A.A. Aldaeef & M. Rayhani Geoengineering Research Group, Dept. of Civil and Environmental Engineering – Carleton University, Ottawa, ON, Canada

Mechanical behavior of frozen soils affects the interaction behavior at the pile-soil inter-face in frozen soils. Regardless of the geometry of the pile and its manufacturing material, the pile performance mainly depends on the response of the surrounding soils. Deforma-tion tendency and creep behavior of frozen soils could substantially reflect the performance of pile foundations in frozen grounds. However, most previous research works mimicked the deformation behavior of frozen ice-rich soils by testing crystalline ice, attributing that to the large ice content formed within the soil which is believed to control their creep response. In this study, sets of uniaxial creep experiments were used to evaluate the creep behavior of undisturbed frozen Leda clay under combined effect of compression load-ing and thermal exposure. The creep behavior was described using a power law equation where creep parameters and stress exponents were accordingly measured. Experiment re-sults showed significantly faster strain rates measured in this study compared to what was reported in literature. This could be attributed to the difference in creep response between the materials tested herein, which was a real ice-rich soil, in contrast to the ice material tested and reported in literature.

239 - The overlying earth pressure on an uplifting metro tunnel using transparent clayey soils and particle image velocimetry (PIV) experiment Quanmei Gong Key Laboratory of Road and Traffic Engineering of the Ministry of Education – Tongji University, Shanghai, China Junhong Zhou Ningbo rail transit company, Ningbo, Zhejiang, China Shunhua Zhou, Yu Zhao, & Zhe LuoKey Laboratory of Road and Traffic Engineering of the Ministry of Education – Tongji University, Shanghai, China

The metro tunnel uplifting technique against differential settlement requires the predic-tion of the overlying earth pressure. In this paper, a small laboratory model test system was developed to simulate tunnel uplifting process considering different buried depths and diameters of tunnel. The transparent soils for modelling typical clay and the Particle Image Velocimetry techniques were adopted to capture the internal continuous displacement field and the overlying earth pressure during the uplifting process. The test results show that the overlying earth pressure and the angle of shearing surface to the vertical direction are mainly correlated with the embedment ratio of tunnel and the angle of internal friction of soils. The pressure on an uplifting tunnel is smaller than that on a pipe because of no downward suction force underneath the tunnel during the uplift process.


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808 - Engineered Soils: What Are They and How are They Used In Canada Tim Smith & Doug Race Lafarge Canada, Ottawa /Calgary, ON/AB, Canada Shenglin Wang, Eskedil Melese, Hassan Baaj, & Susan Tighe Centre for Pavement and Transportation Technology, Department of Civil and Environmental Engineering – University of Waterloo, Waterloo, ON, Canada

This document identifies the three types of engineered soils currently used in Canada including: cement modified soils (CMS), cement treated bases (CTB) and full depth rec-lamation with hydraulic binder (FDR-HB) or foamed asphalt. The purpose of utilizing the three technologies will be presented, as well as, the type of material each process is best suited for and the amount of hydraulic binder typically used in the procedure. Ex-planation will be given on how the soil characteristics are enhanced through fine fraction improvement including: cation exchange, particle restructuring, cementitious hydration and pozzolanic reaction. The benefits of utilizing these technologies are also discussed, as well as, identification of Canadian sites where each type of solution has been used. The final portion of the paper identifies the research currently underway in Canada to evaluate the performance of CMS and FDR.

FIELD INVESTIGATION II - CPT, GEOPHYSICS, ETCTuesday October 3, 2017 | 15:45 - 17:15 | Room 202

669 - Case Study on Using Seismic Cone Penetration (SCPTu) Data to Avoid a Deep Foundation for a New School in Fredericton, New Brunswick, Canada Serge Bourque GEMTEC Limited, Ottawa, ON, CanadaBenjamin McGuigan GEMTEC Limited, Fredericton, NB, CanadaMichel Poirier NB Department of Transportation and Infrastructure, Fredericton, NB, Canada

This case study highlights the benefits of using Seismic Cone Penetration Test (SCPTu) data on a site in Fredericton New Brunswick having thick deposits of sands and silts below the groundwater table. A geotechnical investigation consisting of conventional boreholes was initially undertaken by others, which recommended that the building be founded on a deep foundation due to unsuitable soil conditions. Due to the financial and scheduling impacts this would have caused, NBDTI retained GEMTEC to carry out an independent investigation in including SPTu probes, and to provide design alternatives. Following the independent investigation, a shallow foundation design was considered as a viable alterna-tive provided the site was surcharged. Shear wave velocity measurements from the SCPTu soundings was also used to increase the seismic site classification Site Class to D from E,


and to confirm that the loose sand and silt layer was not potentially liquefiable. NBDTI estimates that this foundation alternative resulted in a net savings of $2M, representing 10% of the construction budget, while also making the completion deadline achievable.

147 - Liquefaction Assessment by Full-Scale Vibratory TestingK. Rainer MassarschGeo Risk & Vibration Scandinavia AB, Stockholm, SwedenBengt H. Fellenius Consulting Engineer, Sidney, BC, Canada

Vibratory compaction of granular soils using the resonance compaction method is de-scribed. A compaction probe is oscillated in the vertical direction and the operating fre-quency of the probe is varied to achieve amplifications of ground vibrations. A case history is described where the resonance compaction method was applied. The effect of a clayey silt layer on compaction is described. During vibratory compaction, the soil adjacent to the compaction probe liquefied, which was observed by water propagating to the ground surface. Vibration measurements demonstrated the loss in shear strength due to liquefac-tion. Cone penetration tests were performed prior to and several weeks after compaction and showed a significant increase in cone stress as well as in sleeve resistance. Resonance compaction has the potential of serving as a full-scale test for assessing liquefaction suscep-tibility of soil deposits, a method which can be useful especially in layered soils.

172 - Evaluation of Full Displacement Pressuremeter for Geotechnical Investigation in Southern Ontario A.DrevininkasDownunder Geotechnical Limited, Maple, ON, CanadaM. ManzariThurber Engineering, Oakville, ON, Canada

The Pencel pressuremeter is a full displacement, small diameter, pressuremeter test (FD-PMT) that can be pushed into the ground to facilitate testing at regular depth intervals in very soft to very stiff clays and very loose to compact sands. Strain or stress controlled tests can be performed to establish the pressuremeter modulus, unload-reload pressuremeter modulus, pressure limit and yield pressure to derive various soil parameters in support of geotechnical design. The main advantages of using the FDPMT is the quickness of the testing, and the soil disturbance from insertion is repeatable and operator independent. The FDPMT main disadvantage is the limited penetration into stiffer soils reducing its use to selected sites in Southern Ontario.The Pencel pressuremeter was advanced at three sites in Southern Ontario. The three sites are underlain by different soil deposits, such as i) stiff silty clays, ii) interbedded firm organic silts and peat, and iii) firm to stiff layered silty clays. Piezocone penetration tests and laboratory test-ing, including index and oedometer testing, were also carried out at each site. The pressureme-ter results were compared at each site to evaluate the interpreted pressuremeter parameters.


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583 - Characterization of a complex soil foundation Joseph Quinn, Jim Casey, Len Murray, & Rick FriedelKlohn Crippen Berger Ltd., Vancouver, BC, Canada

This paper summarizes the geotechnical characterization of a complex soil foundation below an earthfill embankment and how it was managed in design. Preliminary investi-gations in the area revealed a sequence of clays and interbedded sands and silts underlain by an irregular bedrock surface. Of particular interest to embankment stability was the presence of a narrow bedrock trough within the embankment footprint which was infilled with soft clays and loose sands and silts. Site investigations were conducted to delineate the extent of the trough and characterize the geotechnical properties of the soils present with-in. Methods comprised: cone penetration tests (CPTs), standard penetration tests (SPTs), shear vanes, test pits, drilling and sample collection for index and advanced laboratory testing. The investigations confirmed the presence of normally and overconsolidated clay and a previously unidentified and potentially liquefiable interbedded sand and silt unit. Data collected were used to develop a geologic model and soil strength parameters which were incorporated into design analyses.

704 - Effect of subsurface conditions on the MASW test results – case study Bahareh Vazabakht GHD Limited, Ottawa, ON, Canada Hassan Ali & Ali Nasseri-Moghaddam GHD Limited, Waterloo, ON, Canada Joseph Bennett GHD Limited, Ottawa, ON, Canada

This paper presents the results of a study carried out at a site with subsurface lateral inhomogeneity. Multichannel Analysis of surface waves (MASW) test was carried out along two perpendicular survey lines. Borehole information shows that along line one, the subsurface condition changes laterally, including the depth to bedrock, and com-position of the overburden material and a sewer line traverses this line at a depth of about 3.0 m with a diameter of about 1.0 m. Along the second MASW investigation line the subsurface units are more uniform and homogeneous. To validate the obtained shear wave velocity data and subsurface conditions a downhole test was carried out in the proximity of the second MASW line. This study confirms that in the presence of lateral inhomogeneity the results of the MASW test can be misleading and inconclusive due to the participation of higher vibration modes in the data. The results between the two MASW lines, Line 1 and Line 2, show a strong mismatch between the shear wave velocities with difference in Vs up to 600 m/sec between depths of 1.5 m to 10 m below ground surface. To avoid this kind of misinterpretations of the MASW data it is recom-mended that the MASW test be carried out along two perpendicular lines for seismic site class determination projects. The authors completed numerous projects in the past decade using this technique with successful results.


708 - Effect of uncertainties in field nucleodensimeter data on estimated hydraulic conductivity of compacted tills used in ECRD Alexandra Tremblay Bouchard & Jean Côté Department of Civil Engineering, Université Laval, Québec, QC, Canada Marc Smith & Jean-Yves Morency Hydro-Québec, Montréal, QC, Canada

The hydraulic performance of Earth Core Rockfill Dams (ECRD) is influenced by grain size distributions and compaction conditions. To ensure that design specifications are met, samples taken in the core are tested in laboratory for compliance to specified grain size distributions and moisture contents. In situ bulk density is measured with the nucleoden-simeter and used jointly with moisture content data to compute dry density. The hydraulic conductivity can be estimated using dry density and grain size distribution. In situ bulk density measurements used to estimate hydraulic conductivities may exhibit a significant bias compared to mass-volume measurements which potentially lead to increased esti-mation errors. This paper presents the experimental program performed to establish the measurement bias of nucleodensimeter when compared to mass-volume measurements. The objective is to improve the estimation of hydraulic conductivity of dam till cores.

MINING - OIL SANDS II Tuesday October 3, 2017 | 15:45 - 17:15 | Room 201

744 - Comparison of Dewatering and Consolidation Trends Obtained From Laboratory Column Tests for Gold, Copper and Oil-Sand Tailings Fernando F. Junqueira, Kebreab Habte, & Ken Bocking Golder Associates Ltd., Mississauga, ON, Canada

Understanding the process of tailings consolidation and tailings dewatering is very important in the early stages of mine planning for proper evaluation of storage capacity of the tailings facility, development of water-balance studies, and evaluation of potential environmental is-sues. Although well-established laboratory tests such as index, grain-size, largestrain consoli-dation, permeability and soil-water characteristic curve provide important information about the characteristics of mine tailings, these tests do not evaluate tailings dewatering with time associated with sedimentation, basal drainage, surface runoff and evaporation. The results of conventional geotechnical tests might be similar for different tailings types, but the actual consolidation and dewatering behaviors can vary significantly. Laboratory dewatering tests have been used to supplement traditional geotechnical tests for preliminary evaluation of tail-ings consolidation and tailings dewatering under variable conditions. This paper presents a comparison of results obtained from laboratory dewatering column tests performed on gold, copper and oil-sand tailings. Results are presented for single-lift and two-lift column tests ranging from heights of 0.4 m up to 1.8 m, total test duration between 65 and 78 days, and average potential evaporation rates between 1.3 mm/day and 6.5 mm/day.


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842 - Assessment of Large-Strain Consolidation and Shear Strength of Saturated/Unsaturated Fluid Fine Tailings Bereket Fisseha & G. Ward Wilson Department of Civil and Environmental Engineering – University of Alberta, Edmonton, AB, CanadaDelwyn G. Fredlund Golder Associates Ltd., Saskatoon, SK, Canada

Large-strain consolidation properties and shear strength gain of flocculated fluid fine tail-ings (FFT) have been investigated in a laboratory using newly developed column appa-ratus and vane shear measuring equipment. The column apparatus with applied suction enables the characterization of FFT and generates constitutive surfaces using independent variables (normal stress and suction) and void ratio. The column apparatus supplemented with a vane shear device provides FFT properties in terms of undrained shear strength, total stress and suction. The measured data provide a basis to establish constitutive rela-tions of deposited FFT in relation to the stress–strain state. Furthermore, these properties are used in versatile numerical models that can analyze and calculate the saturated and unsaturated properties of FFT deposits.

861 - Investigation of Creep in Polymer Amended Oil Sands Tailings Asif M. Salam, Paul H. Simms, & Banu Ôrmeci Department of Civil and Environmental Engineering – Carleton University, Ottawa, ON, Canada

Creep or thixotropy has been used to explain i) deformation in oil sands tailings not asso-ciated with pore-pressure dissipation, and ii) unexplained increases in pore-water pressure during tailings settlement. Thixotropy, a time-dependent reorganization of fabric that may increase strength and / or manifest creep, may have important implications to dewatering efficiency of multiple tailings technologies in the oil sands industry, especially with respect to long term dewatering performance. Many of these tailings technologies induce floccu-lation of tailings using polymers. This paper reports on preliminary experiments designed to investigate the phenomena of thixotropy in polymer amended oil sands tailings. The experiments include column dewatering tests with pore-water pressure measurement, ad-vanced rheology tests, and two kinds of microscopy.

858 - Modelling thixotropy at short and long time scales in dewatering analyses for soft soil or tailings Shunchao Qi, Muhammad Salam, & Paul Simms Ottawa-Carleton Institute for Civil Engineering, Joint Graduate Program University of Ottawa- Carleton University, Ottawa, ON, Canada

Soft soil/tailings deposits exhibit thixotropic/creep behaviour during both initial set-tling stage and long time after initial settling in large-strain consolidation processes.


This behaviour have important influence on the dewatering, consolidation and strength gain of tailings deposits, and therefore should be considered in large strain consolida-tion analysis. In this paper, an existing elasto-visco-plastic model (EVP) is selected and implemented into UNSATCON—a software recently developed by the authors capable of modeling large strain-consolidation of saturated and unsaturated soft soil deposits. Numerical results performed on several hypothetical deposits of tailings using this new feature of the program are presented in this paper, which has some implications for op-timizing tailings deposition.

231 - Early Works on Oil Sand Mining from a Geotechnical PerspectiveM.A.J. (Fred) MatichMAJM Corporation Ltd., Toronto, ON, CanadaWayne MimuraSyncrude Canada Ltd., Fort McMurray, AB, Canada

The oil sands of Northern Alberta have been the subject of comprehensive geological, hy-drogeological and geotechnical research over many years by prominent specialists in these and related fields. This paper will describe early geotechnical work for evaluating the min-ing of oil sand at the Syncrude Canada Ltd. mine site and focus in particular on field scale practical experimentation. There was no well-established precedent to draw on. Feasibility studies, which considered both hydraulic (dredging) and “dry” mining, favoured “dry” min-ing. Initial assessments included consolidation of available data; field observations (survey of natural slopes); a limited drilling program, and preliminary stability analyses, on the basis of which it was recommended that an engineered Test Pit be excavated by scraper to a depth of 80 feet. The findings led in turn to excavation of a second engineered Test Pit by dragline to a depth of 200 feet that would be required in practice. The lessons learned as applied to the selected mining method based on large draglines are described.

546 - Estimating Hydraulic Conductivity from Simple Correlations for Fine Grained Soils and Tailings Yagmur Babaoglu & Paul H. Simms Department of Civil & Environmental Engineering – Carleton University, Ottawa, ON, Canada

Hydraulic conductivity is an important engineering parameter of soil governing settle-ment, seepage and stability calculations. However, this parameter is highly variable and requires the investigation of a large number of samples which can be expensive and time consuming. Estimating the permeability from simple predictive correlations using easily measured index properties (e.g., density, plastic and liquid limit, and grain size distribution curve) including initial void ratio can be extremely advantageous. This paper presents a summary available in the literature and compares the performances of predictive methods applying to various fine grained materials including clays, dredged materials, mine tailings, and oil sand tailings. The results indicate that for clays, dredged soils and oil tailings (hard


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rock and oil sands) Dolinar (2009), Carrier III, Bromwell, and Somogyi (1983) and Sa-marasinghe, Huang, and Drnevich (1982)’s method provided the best performance for the respective soil classes. A new correlation is proposed that is optimized for oil sands tailings.

TRANSPORTATION GEOTECHNICS II - ROADS ATuesday October 3, 2017 | 15:45 - 17:15 | Room 203

126 - Preload Treatment for Highway Embankments on Soft Soils – A Case History (Uthaya) M. Uthayakumar Stantec Consulting Ltd., Burnaby, BC, Canada Michael Oliver BC Ministry of Transportation and Infrastructure, Victoria, BC, Canada

This paper describes the preload program implemented for the treatment of soft soils, monitoring of the preload treatment program using instruments and analysis of the mon-itoring data. This case history is from the South Fraser Perimeter Road project, located in Delta and Surrey, British Columbia. The subsurface conditions along the road alignment included highly compressible soils, consisting of peat, very soft silts and clays, thickness varying from less than 10 m to more than 100 m. Groundwater table was located at or within a few metres of the ground surface. Preload treatment included construction of the road embankment using mineral earthfill with a nominal surcharge. Instrumentations to monitor the performance of the preload treatment included settlement gauges, piezome-ters and slope inclinometers. The instrumentation data was used to confirm or modify the final design recommendations, treatment duration and the predicted post-construction settlement. Details of the design, construction, instrumentation, monitoring and analysis of the preload monitoring data are presented.

144 - Comparison between AASHTO and CHBDC Design Methods For MSE Retaining Wall For And Its Implications On Highway Infrastructure Spending Derek Essery & Meckkey El-SharnoubyAtlantic Industries Ltd., Ayr, ON, Canada Thomas P. Taylor Big R Bridge, Mansfield, TX, United States

Mechanically Stabilized Earth (MSE) structures have been used in their current form since the early 1970s. MSE structures have become the solution of choice over traditional retaining wall systems due to their reduced material costs, ease of installation, and im-proved performance. Design of MSE structures has progressed from using the Allowable stress design (ASD) method to the Load and Resistance Factored Design (LRFD) meth-od. AASHTO LRFD Bridge Design Specification implemented the LRFD method to


design MSE structures in 2002 and has established load and resistance factors through calibration to the ASD method, experience and collaboration with the MSE industry. This paper will compare the design of an inextensible reinforced MSE wall system using the latest edition of CHBDC (2014) to the AASHTO (2014) LRFD Bridge Design Speci-fication. This paper will demonstrate how the CHBDC new changes increase the cost of a typical MSE structure.

168 - A case study of roadway embankment design near a retaining wall in Montreal Laifa Cao & Scott Peaker WSP Canada Inc., Toronto, ON, Canada

This paper presents a case study of roadway embankment design near an existing cantilever retaining wall in Montreal, Canada. A 6 m high roadway embankment supported using mechanically stabilized earth (MSE) was proposed to replace the existing roadway viaduct. A relieving platform consisting of expanded polystyrene geofoam was proposed to replace the existing soils in the area between the proposed MSE wall and existing retaining wall to relieve the construction impact of the embankment and temporary roadway to the ex-isting retaining wall. A soil-structure interaction analysis using a finite element program confirms that the construction impact on the existing retaining wall can be successfully mitigated by means of the relieving platform. The global stability of the existing retaining wall prior to and after the construction was analyzed to confirm that the construction will not reduce the global stability of the existing retaining wall.

180 - Roadway reconstruction using lightweight cellular concrete over peat and soft soils Brad Dolton & Doug LavisCEMATRIX (Canada) Inc., Calgary, AB, CanadaNabiel MattaRegion of Peel, Brampton, ON, Canada

Roadways constructed over peat and soft soils often experience excessive total and differ-ential settlements. This paper examines case studies for reconstruction of two roadways in the Region of Peel, Ontario using lightweight cellular concrete (LCC). The sites were located along Dixie Road and Winston Churchill Boulevard. Traditional construction methods for these projects would have required deep excavation below the water table in order to remove the peat. The LCC supplied for these projects had a density of 475kg/m3, which is approximately 1/5th the density of granular subbase.LCC was produced by onsite production equipment that blends cement and water slurry, followed by injection of foam and pumping of the LCC into place. For both projects, budget and schedule savings were realized when compared to traditional construction methods. Since reconstruction, no settlement related maintenance of the roadways was required.


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222 - Non-intrusive characterization of soils below pavements using Rayleigh wavesAhmed Mhenni, Simon-Pierre Tremblay, & Mourad KarrayDepartment of Civil Engineering – University of Sherbrooke, Sherbrooke, QC, CanadaBruno Paquet-BouchardMinistère des Transports, de la Mobilité durable et de l ’Électrification des transports du Québec (MTMDET), Québec, QC, Canada

Non-intrusive characterization of soils in urban areas and below road pavements with elas-tic waves testing can be used for multiple applications in civil engineering. Indeed, the shear wave velocity, Vs, is a mechanical parameter (G = ρVs

2) which can be used as a geotechnical parameter to assess the density and the stratification of the soils below road pavements or in an urban environment. To characterize soils, identify anomalies or the onset of a cavity, it is necessary to develop non-intrusive methods that can be used to rapidly characterize large volume of soil. The appearance of underground anomalies is a phenomenon that arises in a random manner and can be caused by underground flows, especially under paved roads and around culverts that have become defective due to erosion phenomena. For several years, the Ministère des Transports, de la Mobilité durable et de l’Électrification des trans-ports (MTMDET) has used the MMASW (Multi-Modal-Analysis-of-Surface-Waves) technique as a non-intrusive tool for the detection of anomalies or cavities below different paved roads. The configuration of these tests involves placing the source on the ground (outside the pavement) while the sensors are placed at the surface of the soil to be charac-terized which is generally below an asphalt pavement. This configuration was re-evaluated in this study using a reduced physical model (6m x 1.8m x 1m) that was built at the Univer-sité de Sherbrooke. A different and simplified approach based on time-frequency analyses to analyze the collected signals is presented in this study. The model and the simplified approach allowed us to study the signature of the various components of the road structure (pavement / soil) on elastic waves. The model is also important for the calibration of the 3D numerical models modelled using the finite-difference software FLAC3D. The results led to the validation of the configuration studied and other numerical models containing anomalies of different sizes were modelled with FLAC3D. This article shows with the physical model as well as the numerical models that the presence of the pavement does not significantly affect the propagation velocity of the waves used to characterize the soil profile. Numerical models are also used to show that the presence of the pavement does not prevent the detection of an anomaly within the soil profile. Finally, it is shown how the size of the anomaly affects the propagation velocity of elastic waves.

234 - The construction of the TransCanada Highway 17 over a swamp area Zuhtu S. Ozden & Farsheed Bagheri SNC Lavalin, Vaughan, ON, Canada Gwangha Roh Stantec, Markham, ON, Canada


In the 1990’s, the Ontario Government decided to re-align the TransCanada Highway 17 to bypass the City of Sault Ste. Marie, requiring the construction of a 32km long new more modern highway. Sault Ste. Marie is one of the oldest cities in North America and the third biggest city in Northern Ontario. The easterly 8km section of the new bypass, between Bar River Road and the Echo River, was designed and built in the period between 2002 and 2008. An extensive site investigation was carried out for this easterly section due to the expected soft ground conditions at several intermittent low lying areas. Ground improvement methods, such as staged surcharging, replacing weak soils with rock fill, were carried out throughout the low lying areas. To ensure the stability of the new embankments on soft ground, a field monitoring program, consisting of vibratory wire piezometer and settlement plates, was proposed and implemented. Monitoring was carried out during the construction, as well as for a certain period after the completion of the embankment con-struction. This paper presents the soft ground improvement methods used over a 1.5 km long marshy, very soft ground between Stations 11+800 and 13+300.

GEOHAZARDS VTuesday October 3, 2017 | 15:45 - 17:15 | Room 208

626 - Deconvolution analysis of the 1982 Gaza (New Hampshire) earthquake Jérôme St-Michel SNC-Lavalin Inc., Montréal, QC, Canada Michael James Research Institute on Mines and Environment UQAT-Polytechnique, Montréal, QC, Canada

Most methods for the seismic evaluation of earthfill structures use probabilistic parame-ters. However, crucial structures should be evaluated using numerical analysis where the loading is an earthquake record. Such analyses are most often conducted using bedrock ground motions since they do not reflect the response of local soil conditions. There has not been a significant volume of research on the response of earthfill structures to the high frequency earthquakes typical of eastern North America. The Franklin Falls Dam in New Hampshire is equipped with accelerometers that measured the 1982 Gaza earthquake. This is one of the few instances of significant earthquake accelerations being recorded on a dam in the east. This paper presents a deconvolution analysis to back-calculate a ground motion on bedrock that would have produced the ground motion measured at the surface.


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699 - Probabilistic seismic hazard analysis for Dhaka city, BangladeshMd. Zillur Rahman & Sumi SiddiquaSchool of Engineering – The University of British Columbia, Okanagan Campus, Kelowna, BC, CanadaA.S.M. Maksud KamalDepartment of Disaster Science and Management, University of Dhaka, Dhaka, Bangladesh

Dhaka, the capital city of Bangladesh, is one of the highest risk cities in the world for its earthquake vulnerability due to its location close to one of the most seismically active zones on earth, high population density, unplanned urbanization, non-engineered construction practice, inadequate knowledge on the seismic design of structures, ignorance of building codes, and the poor quality of construction monitoring by the relevant urban authorities. In the present study, probabilistic seismic hazard analysis for Dhaka city is performed to estimate ground motion intensity parameters that are used for structural / non-structural analysis, damage analysis, and loss analysis. Peak ground acceleration (PGA), peak ground velocity (PGV), and spectral acceleration (SA) for the periods of 0.2, 0.5, 1.0, 2.0, 5.0, and 10 seconds are estimated at various sites of the city. Then, ground motion intensity maps for Dhaka city have been prepared using the estimated PGA, PGV, and SA of various periods.

269 - Smart Mobile Landslide Information System Clarence E. Choi1,2 & Haiming Liu1

1 Department of Civil and Environmental Engineering, the Hong Kong University of Science and Technology, Hong Kong SAR, China 2 The HKUST Jockey Club Institute for Advanced Study, Hong Kong SAR, China

Hong Kong is a densely populated city with 60% of its area comprising hilly terrain and is subjected to seasonal torrential rainfall. These are ideal conditions for landslides and reflected by the 300 landslides occurring on average every year. Landslides have resulted in 21 fatalities in the past two decades and often cuts-off key transportation lines. On the 7th June 2008, an intense rainstorm hit Hong Kong and a landslide cut-off the sole access to the Hong Kong International Airport for 16 hours. As development encroaches upon hillsides and extreme weather events occur more frequently, there is certainly a need to improve our preparedness and response to cope with landslide hazards. Currently, real-time data is not readily available in the market to alert the public and emergency responders about obstructed transportation lines and limited understanding of landslide failure mechanisms has hindered our ability to delineate high risk areas. Furthermore, landslide incident reporting relies on telephone calls, and thus limiting the information conveyed to authorities. In this study, a new smart Landslide Information System (LIS) is developed as a mobile app. The LIS relies on smart technology and leverages the smartphones in Hong Kong to manage landslide failures. The mobile app has the potential to enhance the dissemination of real-time landslide data to no-tify the public and emergency responders of obstructed transportation lines, identify potential high-danger landslide areas, ease the reporting of landslide incidents, and enhance the quality (photo and videos) of landslide incident reports.


805 - Correlation of Porewater Pressure Response to Tidal Change in the Bay of Fundy for CPTu Analysis S. Dooley & R. HachéStantec Consulting Ltd., Ottawa, ON, CanadaR. StaplesStantec Consulting Ltd., Saint John, NB, CanadaC. CarrConquest Engineering Ltd., Saint John, NB, Canada

A piezocone (CPTu) investigation was carried out within a nearshore clayey deposit in the Bay of Fundy where the tidal heights can vary as much as 15 m within a six-hour period. Many of the equations used to interpret the CPTu data are dependent on the excess pore wa-ter pressure response at the instrument depth, which in a typical marine environment is the difference between the measured and static pore water pressures, where the static pore water pressure is defined by the average sea level. A piezometer monitoring program was carried out to capture the pore water pressure response within variable strata to the extreme changes in tide that are experienced in this region. A time-lag and a diminished pore water pressure response relative to the tidal charts was observed. The measured piezometric responses were used to calibrate water levels during the interpretation of the CPTu data. Comparisons are made between CPTu results that were deduced using water levels that were calibrated based on tidal response and results that were deduced using an assumed constant water level.

130 - Aspects remarquables du secteur ALTOS DE LA ESTANCIA dans la localité de Ciudad Bolivar, Bogota Colombie Sergio Valbuena Porras, Maria Dolores Fajardo, & Hernando Villota Posso Universidad Distrital Francisco Jose de Caldas Bogota, D.C, Colombie Department of Genie Civil Universidad Distrital Francisco José de Caldas Bogotá D.C, Colombie

Le secteur connu sous le nom Altos de l’Estancia a été affecté par des problèmes d’insta-bilité du terrain depuis 40 ans environ. L’existence autrefois d’opérations minières dans le secteur a donné lieu à la génération de plusieurs problèmes d’instabilité du terrain, lesquels ont été aggravés par le processus intense d’urbanisation. En effet, la construction de loge-ments autour d’anciennes zones d’exploitations et des zones actuellement en exploitation ont placé un nombre relativement élevé d’habitants dans différents niveaux de risque. Ces risques ne sont pas seulement liés à l’exposition à des phénomènes d’instabilités du terrain, mais sont aussi liés aux conditions de vie néfastes résultant de l’absence de réseaux sani-taires. Cette absence implique nécessairement le déversement des eaux usées au terrain qui peut être signalé comme un des facteurs déclencheurs des processus d’instabilité dans le domaine d’étude.


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ROCK MECHANICS II Tuesday October 3, 2017 | 15:45 - 17:15 | Room 206

161 - A new approach to avoid the scale effect when predicting the shear strength of large in situ discontinuityO. Buzzi, D. Casagrande, & A. Giacomini Priority Research for Geotechnical Science and Engineering – University of Newcastle, Callaghan, NSW, Australia C. LambertGolder Associates, Christchurch, New ZealandG. FentonDalhousie University, Halifax, NS, Canada

Estimating the shear strength of large in situ discontinuities is far from trivial. One option is to estimate the peak shear strength using Barton’s empirical criterion based on the Joint Roughness Coefficient ( JRC) that can be measured on a trace but JRC is known to be scale dependent. It is also possible to retrieve cores and perform some direct shear tests on the surface but such results would require some form of up-scaling, which is still un-resolved. A new approach was developed to predict shear strength of large discontinuities directly at the intended scale, avoiding changes of scale and, as a result, minimizing the scale effect. The approach is based on the rigorous application of random field theory and relies on stochastic predictions. This paper presents the validation of the approach, which includes the presentation of a new analytical model for shear strength that underpins the application of stochastic predictions.

162 - A study of the scale effect influencing the shear strength of a large natural discontinuity D. Casagrande, O. Buzzi, & A. GiacominiPriority Research for Geotechnical Science and Engineering – University of Newcastle, Callaghan, NSW, Australia

The shear strength of rock discontinuities is known to be scale dependent. However, most of the studies having investigated this topic are based on relatively small specimens. Only a limited number of published data pertain to surfaces larger than 1 m2 and not all of them show a clear scale effect. The present research brings new insights into the effect of discontinuity size on its shear strength. A large surface, of about 2 m per about 2 m, was accurately surveyed using photogrammetry and its shear strength was estimated using a new semi-analytical mechanistic model. Subsurfaces of various size and shapes were select-ed from the original large surface in order to quantify the possible scale effect. The results show that the surveying resolution is critical and that the way shear strength is expressed can either reveal or hide the existence of a scale effect.


214 - Measurement and modeling of stress changes caused by underground pressurization of gas Robert Walsh, Othman Nasir, Nicola Calder, Sean Sterling, & John Avis Geofirma Engineering Ltd., Ottawa, ON, Canada

Underground storage of gas allows us to store energy when supply exceeds demand, and quickly deliver energy when needed. In Ontario, natural gas is stored in spent reservoirs during reduced demand (typically summer) and delivered in winter. Renewable wind and solar energy is produced inconsistently, but excess energy can be stored underground as compressed air. In both, pressurized gas is injected into subsurface formations – changing the effective stresses in and around the storage formation or cavern. To maximize capac-ity, operators want to maximize pressure, while avoiding hydraulic fracturing. Here we describe two modeling studies. In the first, data was obtained from a deep borehole, pro-viding indirect observations of the geomechanical response of the caprock. In the second, open boreholes intersected thin caprock units above the reservoir, allowing gas flow into a shallower unit. At both sites, the mechanical response of the caprock was modeled using combined two-phase flow and geomechanical models.

295 - In situ stress measurements at the Coxwell Bypass Tunnel along the inner Harbour East and Lower Don River, Toronto, Ontario Pierrick Altwegg1, Eliane Cabot2, Sean Maloney1, Adam Coulson2, Shami Malla3, & Scott Goodman2

1MIRARCO Mining Innovation, Sudbury, ON, Canada 2Amec Foster Wheeler, Mississauga, ON, Canada 3Amec Foster Wheeler, Scarborough, ON, Canada

The City of Toronto is implementing the Don River and Central Waterfront Wet Weather Flow System Project to reduce the combined sewer and storm water overflow and improve the water quality. Among others, this project encompasses the design and construction of 22 km of tunnels, in both rock and soils. In 2016, a geotechnical field program was under-taken for the detailed design of the Coxwell Bypass Tunnel. It included 1.8 km of bedrock drilling. A critical part of the testing schedule included 31 in situ stress measurements near the proposed tunnel Obvert and Invert. These tests were performed by overcoring, a stress relief technique, using the USBM Method. This paper will present the test procedure, describe the results obtained, including magnitude and orientation of the stress tensor, discuss a statistical approach and then conclude with the implications of the design.


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316 - Application of LiDAR technology for the investigation of rock mass response to blasting Jonathan D. Aubertin1,2, D. Jean Hutchinson1, Mark Diederichs1, & Jean-Baptiste Dromer2

1Geological Sciences and Geological Engineering - Queen’s University, Kingston, ON, Canada 2K+S Windsor Salt, Montréal, QC, Canada

Light/Laser Detection and Ranging (LiDAR) tools provide the means for extensive and detailed surface mapping in a matter of minutes. Numerous areas of geotechnical engi-neering have benefitted from the opportunities provided by LiDAR technology. Rock fragmentation by blasting represents one of the areas that can be enhanced by such modern surveying capabilities. LiDAR mapping is used here to conduct an extensive field investi-gation program at an underground rock salt mine through the use of single blasthole tests to assess the response of the deposits to blasting events. This article presents a detailed ap-proach to measure geometric characteristics of a crater blast along the length of a borehole from LiDAR surveys. The results involve test surfaces that are mapped before and after the blast at different locations. The scans are combined to provide a detailed three-dimensional perspective of the crater shape and size. Testing artifacts such as secondary cratering and toe effect were identified from the detailed point clouds. Site specific guidelines for assess-ing single blasthole crater shape and size are discussed in relation to the compiled data.

721 - Probabilistic evaluation of the effect of open stope geometrical parameters on the rock mass brittle damageShahriyar Heidarzadeh, Ali Saeidi, & Alain Rouleau Université du Québec à Chicoutimi, Chicoutimi, QC, Canada

Sublevel open stoping is a common method of underground mining in Canada. Therefore, maintaining the stability of underground stopes is important in order to reduce the risk of fatalities and financial loss. The instability of underground stopes is influenced by many factors including stope geometry. This study aims to provide a comprehensive assessment of the effect of open stope geometrical parameters on the brittle damage of rock mass, in the Canadian Shield. Common open stope geometries in Canadian underground mines have been considered as reference in order to provide realistic data on the range of input parameters. Accordingly, the corresponding range of each geometrical parameter (includ-ing stope strike length, stope width, stope height and stope hanging wall dip) has been determined. Subsequently, a response surface methodology (RSM) in conjunction with FLAC3D numerical modelling were employed to evaluate the effects of aforementioned input parameters on the “Brittle Shear Ratio” (BSR) of the surrounding rock mass at three different mining depths. Ultimately, a statistical analysis (e.g. ANOVA), allows to deter-mine a set of individual and interactive parameters having a significant effect on the BSR of stopes at each mining depth.


GROUNDWATER CONTAMINATION Tuesday October 3, 2017 | 15:45 - 17:15 | Room 205Chair: Mark Priddle

217 - Numerical modelling of highly saline wastewater disposal in Northeast British Columbia Matthew S. Simons, Diana M. Allen, & Dirk Kirste Department of Earth Sciences - Simon Fraser University, Burnaby, BC, Canada Laurie A. Welch British Columbia Oil and Gas Commission, Kelowna, BC, Canada

Saline wastewater derived from oil and gas related activity is commonly disposed of via injection into deep aquifers, but wastewater migration is poorly monitored and under-stood. Variable fluid density induced by temperature and solute concentration differences can influence the shape and extent of the resulting wastewater plumes. In this study, a simple base case model for the disposal of wastewater in a deep aquifer (modeled after the Paddy-Cadotte of Northeast British Columbia) is presented. The extent and morphology of the wastewater plume differ from what would be predicted using a porosity volumetric calculation approach which may be applied to estimate plume extent.

327 - Groundwater contamination in fractured bedrock and sandy aquifer environments from agricultural neonicotinoid use D. Browne & J. LevisonSchool of Engineering – University of Guelph, Guelph ON, CanadaV. Limay-Rios & A. SchaafsmaRidgetown Campus – University of Guelph, Ridgetown, ON, CanadaK. NovakowskiCivil Engineering – Queen’s University, Kingston, ON, Canada

Neonicotinoids are used prolifically as a seed coating for corn, soybean and wheat in On-tario. The first neonicotinoid (imidacloprid) was produced in 1995, followed by several different generations (including clothianidin and thiamethoxam) in the early 2000s. Re-cently, neonicotinoids have come under criticism due to assertions that their use is linked to a decline in pollinator populations and certain aquatic species. As a result, research investigating the fate of neonicotinoids in the environment has primarily focused on their longevity in soil and surface water concentrations. These studies have illustrated the envi-ronmental persistence and possible leaching potential of neonicotinoids, yet research into the presence and movement of neonicotinoids in groundwater is sparse. This project links the land-rate application of neonicotinoids to groundwater concentrations in Ontario. The sandy aquifer in Norfolk County was compared to the fractured crystalline bedrock aquifer in Lanark County. Roughly 25 monitoring intervals from multi-level wells were sampled at each location six times between 2016 and 2017. Spatial and temporal variations were investigated. Numerical and analytical modelling was used to simulate neonicotinoid


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transport in these two distinct aquifer settings. The groundwater samples were analyzed for a total of seven neonicotinoids using a LC-ESI-MS/MS system. It was found that de-spite higher application rates of thiamethoxam, clothianidin was detected more frequently and at higher concentrations in each hydrogeological setting. Physical properties of these two neonicotinoids indicate that clothianidin is likely to only be transported by significant precipitation events while thiamethoxam is released gradually from the soil. No reference values for neonicotinoids in groundwater exist in Canada; however, all observed ground-water concentrations are below the threshold of what is considered harmful to humans, pollinators and aquatic species. Results from this study can help to inform policy develop-ment regarding the fate of neonicotinoids in the environment.

381 - Long-term effects of sediment contamination from diluted bitumen spills in gravel-bedded rivers S. Zubair Hossain & Kevin G. Mumford Department of Civil Engineering – Queen’s University, Kingston, ON, Canada

Accidents during transportation and subsequent releases of bitumen products, such as di-luted bitumen or ‘dilbit’, to freshwater cause major concern because of the adverse effects of oil in the environment. The potential for spilled oil to become submerged and trapped in the sediment pores contributes to this risk. Hyporheic flow can take up oil constitu-ents by mass transfer, exposing sediment-dwelling organisms to dissolved hydrocarbons. To understand the potential of gravel to trap dilbit, capillary pressure-saturation (Pc-Sw) relationships were studied in a one-dimensional column. Dilbit entered the gravel pores without much resistance, and the maximum residual dilbit was 14% of the pore volume, Experiments with emplaced dilbit were then flushed with water to study the change in effluent concentrations with time. The concentration of lighter hydrocarbons decreased rapidly, indicating high risk of acute toxicity during the early days following a fresh spill. In addition, the total concentration of chronically toxic PAHs neared the literature threshold for sensitive fish habitat.

442 - Spectral Analysis for Identifying Interactions of Physical, Geochemical, and Biological Processes Creating Contaminated Drainages at Minesites K.A. Morin Minesite Drainage Assessment Group (MDAG), Surrey, British Columbia, Canada K.A. Morin Minesite Drainage Assessment Group (MDAG), Surrey, BC, Canada

Aqueous concentrations in drainages from minesites, and from other areas of highly re-active geologic materials, reflect the composite effects of many physical, geochemical, and biological processes. Spectral analysis in the frequencywavelength domain assists in dis-cerning the contribution of each process to the observed aqueous concentrations. Spectral analysis produces peaks at wavelengths where significant periodic processes are affecting the concentrations. In addition to the importance of individual spectral peaks, the slopes connecting these peaks can reveal interactions and feedback loops among the contributing


processes. They show, for example: - the self-organization of many processes into critically balanced trends; - short time periods over which unattenuated rapid water flow moves through minesite components; and - how different sources of inflowing waters can be differentiated in the outflow.

480 - Simulation of nitrate transport in groundwater from agricultural lands using a field-scale modelShoaib Saleem, Jana Levison, & Beth ParkerSchool of Engineering – University of Guelph, Guelph, ON, CanadaRalph Martin Plant Agriculture – University of Guelph, Guelph, ON, Canada

Groundwater modelling can be employed to evaluate the impact of changing agricultural practices on nitrate dynamics in the subsurface. For this purpose, nitrate in groundwater was investigated in Norfolk County, Ontario. A network of 17 monitoring wells was used to monitor nitrate bimonthly from June 2014 to May 2016. The one-dimensional unsat-urated zone model (DRAINMOD) was used to simulate the impact of agricultural activ-ities on nitrate concentrations above the water table. Essential flow-related information such as pumping rates and river flows were used to develop a regional-scale flow model using HydroGeoSphere. Once the flow model was developed, a field-scale transport mod-el was developed. The nitrate output from DRAINMOD was used as the top boundary condition in the HydroGeoSphere model to simulate three-dimensional nitrate transport in the saturated zone. The developed field-scale model can help to examine the impacts of several future climate and crop scenarios on groundwater quality.

550 - Hydrogeological Characterization of a Hydrocarbon Plume in a Major Urban CentreTerryn Kuzyk, Stephen d’Abadie, & David PritchardClifton Associates Ltd., Calgary, AB, Canada

In 1998, petroleum hydrocarbons consistent with automotive fuel were identified in the soil and groundwater beneath a service centre in Calgary, Alberta. Intrusive investigations to delineate the resultant plume found that the contaminants of potential concern (CoPCs) had migrated off-site to a residential development. Initial in-situ treatment included en-hanced biodegradation. Concentrations of the CoPCs were reduced near the source area; however, elevated concentrations were found downgradient. The local geology consists of an upper silty sand unit, followed by a clayey silt, underlain by a sandy silt. The sandy silt layer was found to contain the bulk of the CoPCs by mass. Investigations to delineate the extents of the plume found that the local topography intersected the geology, resulting in exposure of the sandy silt unit. Downgradient movement of the centroid of the plume into the community has necessitated continued characterization and updates to the Conceptual Site Model to ensure that lower permeable layers are not impacted.


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SOURCE WATER PROTECTION Tuesday October 3, 2017 | 15:45 - 17:15 | Room 207Chairs: Tessa DiIorio & Dru Heagle

117 - Managing water quantity risks through informed land use planning Scott ListerYork Region, Newmarket, ON, CanadaShelly CuddyLake Simcoe Conservation Authority, Newmarket, ON, Canada

The Regional Municipality of York (York Region) is responsible for production and treat-ment of drinking water distributed to over 1.1 million residents in Ontario, Canada. Those residents expect their drinking water to be safe and available when they turn on their taps. York Region is working to protect water quantity and quality by implementing source protec-tion plans that were approved by the Ministry of Environment and Climate Change in 2015. As part of the technical work that was the foundation for source protection plans, a water quantity risk assessment was completed. Potential stress was predicted for groundwater sources across much of York Region under a future growth and drought / climate change scenario. Policies to help ensure the long term viability of those groundwater supplies were included in the approved source protection plans, which are being implemented by York Region, the Province, lower tier municipalities and Conservation Authorities.This paper will focus on efforts to manage risks relative to water quantity; reduction in groundwater recharge and competing demand. The land use planning process has been leveraged to help maintain groundwater recharge, and is being supplemented with a pro-gram to enhance recharge in historical communities. Competing demand is also being addressed through land use planning policy, as new development reliant upon groundwater taking that could affect municipal supplies cannot proceed until sustainability of the pro-posed water taking has been demonstrated. Both processes rely upon close collaboration between multiple land and water management agencies.

250 - Successfully herding cats: Implementation of Source Water ProtectionColleen BarfootYork Region, Newmarket, ON, Canada

In 2006, the Clean Water Act was passed in Ontario to implement Source Water Protection. Although York Region was engaged in a number of efforts prior to this, the Clean Water Act formalized the Source Protection process which required the identification, investiga-tion and management of water quality and quantity threats surrounding municipal drink-ing water supply wells and intakes. Identified water quality threats included waste and sewage operations, the storage and handling of fuels and solvents, and agricultural threats such as the application of fertilizers and pesticides to land. All existing and potential future


threats ranked as significant (based on the Provincial Technical Rules) are required to be addressed through Source Protection Plan policies. A Risk Management Plan (RMP) is a formal agreement between a business and a municipality which regulates activities that could adversely affect water quality by outlining mitigation measures and is the main tool through which these threats are managed. Getting cooperation from businesses and farmers in establishing RMPs has been a combination of challenges and successes. Source Water Protection implementation can often feel like herding cats. At first, it may seem like an unattainable goal but with some individualized attention and incentives offered, even the most stubborn feline will agree to a Risk Management Plan.

511 - Towards effective First Nations’ Source Water Protection: A groundwater-focused study for decision-making and long-term planningRachael Marshall, Jana Levison, Ed McBean, & Beth ParkerSchool of Engineering – University of Guelph, Guelph, ON, Canada

Few First Nations communities have participated in provincial source water protection (SWP) planning processes for various logistical, cultural, and political reasons. The Uni-versity of Guelph and the Chippewas of Nawash Unceded First Nation – a community located above fractured sedimentary bedrock – have partnered to develop a functioning SWP framework for First Nations. This research aims to develop an improved under-standing of groundwater processes in fractured bedrock through the use of anthropogenic tracers and 7-channel CMT multilevel monitoring systems; and to identify opportuni-ties to improve First Nations SWP. Field activities have included collecting down-hole geophysical data; installing CMTs in unused wells; and monthly sampling for artificial sweeteners, isotopes, nitrate, chloride, E. coli and total coliforms from December 2015 to November 2016. Results indicate that groundwater at various depths has been impacted by the septic systems on reserve.

718 - Wellhead Protection Areas for public supply wells in Baraki, Algiers, AlgeriaSarah BoukemidjaLRS EAU, École Polytechnique, El Harrach, Alger, AlgérieDjaouida ChenafCivil Engineering Department – Royal Military College of Canada, Kingston, ON, CanadaAhmed KettabLRS EAU, École Polytechnique, El Harrach, Alger, Algérie

The wellhead protection areas (WHPA) are established around the water catchment sites, in order to ensure the preservation of the water resources. For each well, a WHPA has to be delimited. In Algeria, the provisions of the Algerian Water Law (2005) devote 19 articles dealing with the qualitative and quantitative protection of water resources.The Baraki catchment in Algeria is subject to industrial and agricultural pollution, so it’s one of great importance for the Algerian State and represents the nation’s first case study in


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delimiting the WHPA. Therefore, this pumping field of Baraki This study was performed using the method of Wyssling 1979 to calculate the isochrones for each pumping well of the catchment area. To safeguard the quality of underlying groundwater supply from potential contamination sources, protective measures are proposed.

899 - Consolidating the Value of Ontario Drinking Water Source Protection: Data Mining for Well and Aquifer Information Hazen A.J. Russell, Natalia Baranova, Marc J. Hinton, & David R. Sharpe Geological Survey of Canada, Ottawa, ON, Canada

Southern Ontario has no regional aquifer compilation and no central repository of aquifer information. Furthermore, there is no central repository of Source Protection data and there are poor linkages (indexing) between various provincial databases with groundwater information such as the Permit to Take Water (PTTW), the Water Well Information System (WWIS), and the Drinking Water Information Management System (DWIMS). A compilation of aquifer information of Source Protection reporting has been initiated for 29 of 38 SP areas. The first step was to verify and confirm the cross-indexing of wells reported in SP reports with the PPTW and WWIS databases. 898 municipal wells were identified, and of these wells, 96% were cross-indexed to PPTW and 83% to WWIS. Well data was consolidated for over 30 attributes including well description information and physical properties of aquifers. Within this list of attributes, information on aquifer names was also collected. A total of 163 named aquifers were tabulated.

207 - Toronto and Region Source Protection Area – Water Balance Web Application Development Kristina AndersonToronto and Region Conservation Authority (TRCA), Toronto, ON, Canada

The CTC Source Protection Region (CTC SPR) is one of 19 Source Protection Regions and Areas in Ontario created under the Clean Water Act, 2006, comprising the jurisdic-tions of Credit Valley Conservation, Toronto and Region Conservation Authority and Central Lake Ontario Conservation Authority. The approved Source Protection Plan (SPP) developed by the CTC SPR under the Clean Water Act, 2006 took effect December 31, 2015. One of the policies in the CTC SPP, Pol-icy REC-1, pertains to the WHPA-Q2 – a type of Well Head Protection Area comprising the land around a municipal water well where changes in recharge could affect the quantity of water extractable from the well. York Region requested that TRCA implement Policy REC-1 on behalf of the Planning Approval Authority (lower tier municipalities). This policy, in effect, requires applicants to complete water balance assessments for future activities proposed under the Planning Act. It also requires that proponents demonstrate that their projects will maintain the estimated pre-development groundwater recharge. To assist with site-specific water balance assessments, TRCA has released maps of pre-cipitation, evapotranspiration, runoff, and recharge based on outputs from the numerical


models developed under the York Region Tier 3 modeling exercise. This mapping has been available to consultants in electronic form upon request. To improve service delivery, TRCA decided to pursue releasing the mapping on a web plat-form that will allow proponents to determine the water balance components on their own. TRCA decided upon a web map application that will utilize a ‘Summary Widget tool’. The ‘Summary Widget’ tool requires that a single table to operate in the background, and as a result, TRCA staff combined the four model outputs representing different compo-nents of a water balance. The widget will then average all cells within a view extent for each of the water balance components and display summarized results on the widget panel.

FIELD CASES I Wednesday October 4, 2017 | 10:30 - 12:00 | Room 204

240 - Significance of Variability of Deep Cement Mixed Columns on the reliability of Column Supported Embankments Manasi Wijerathna, D.S. Liyanapathirana, & Chin LeoSchool of Computing, Engineering and Mathematics – Western Sydney University, Penrith, NSW, Australia Jinsong HuangFaculty of Engineering and Built Environment – University of Newcastle, Callaghan, Newcastle, NSW, Australia

Deep Cement Mixed (DCM) columns are used beneath embankments constructed over soft soil deposits to increase the bearing capacity and to reduce the settlements and lateral defor-mations. Thus DCM column improvement is an ideal solution to increase the overall stabili-ty of embankments constructed over soft soil deposits. A higher effectiveness can be achieved when the columns are placed underneath the sloping sides of the embankment along with geosynthetic reinforcements. According to the literature, the variability of mechanical prop-erties of DCM columns constructed in the field is high. Since the deformations of the DCM improved ground are highly sensitive to the DCM column strength, variability of DCM soil strength may significantly affect the factor of safety of the embankment. Hence in this study, the variability dependent performance of an embankment improved with DCM columns was investigated. The investigation was carried out using two-dimensional plane-strain nu-merical models based on the finite element method developed using the ABAQUS/standard finite element program. In the first part of the paper, the failure modes of column supported embankments with and without geosynthetic reinforcement were identified simulating the embankment behaviour considering the strain softening behaviour of DCM columns. In this part, the variability of mechanical properties of DCM columns was not considered. In the second part, Monte Carlo simulations were carried out to evaluate the reliability based per-formance of the embankment and to identify the significance of variability of DCM column strength on the overall embankment behaviour. Results clearly demonstrate that the vari-ability of column properties is a significant factor influencing the embankment performance.


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796 - Design and construction of rock-socketed caissons in dolomitic limestone: a Winnipeg perspective Steven Harms, Ken Skaftfeld, & Ryan BelbasTREK Geotechnical Inc., Winnipeg, MB, Canada

The design capacity of rock-socketed caissons relies on the compressive strength of the bedrock, discontinuities within the rock mass, and the structural properties of the founda-tion units. The ability to quantify these values and identify geologic conditions that may impact the performance of foundation units has evolved over time with changes in site in-vestigation techniques and local construction practice. The current state of practice for the design and construction of deep foundations within Winnipeg is reviewed in the context of what has been done in the past and developments that could improve local practice in the future. This paper also investigates the engineering properties of bedrock formations in Winnipeg including, bulk specific gravity, absorption, porosity, compressive strength, LA abrasion loss, and soundness loss. Correlations between various engineering properties based on local data are presented.

798 - Construction Monitoring of a Silo Structure over 45 m of Poor Soils Including Wood Chips in Saint John, NBLindsay MacKenzie & Rochelle StaplesStantec Consulting Ltd. Saint John, NB, CanadaArun J. ValsangkarDepartment of Civil Engineering – University of New Brunswick, Fredericton, NB, Canada

To facilitate the construction of an 18,900 kN Chip Silo andassociated 6.7 m grade raise, over 45 m of poor soils, a 6.1 m preload/surcharge was constructed over the proposed grade raise and monitored for over two years. The case study is unique as the poor soils include a 10 m thick layer of wood chips, a material for which geotechnical properties are not well documented, underlain by >35 m thick soft to stiff silt and clay layers coupled with cyclic nature of loading from the silo. This paper demonstrates that the pre-construction analysis, monitoring methods implemented, and analysis of observed data completed during the monitoring resulted in predicting long term settlements of the silo structure.

821 - Edmonton ICE District Towers Geotechnical Investigation and Foundation Design Xiaobo Wang, Robin Tweedie, & Don Law Thurber Engineering Ltd., Edmonton, AB, Canada

Phase 1 development of the ICE District in downtown Edmonton included construction of four towers ranging from 29 to 66 storeys on the south side of the Rogers Place arena. Geotechnical investigation for the tower foundations consisted of drilling and coring of boreholes to more than 90 m in depth, undertaking seismic cone penetration tests and pressuremeter tests, and conducting extensive laboratory tests to characterize the strength and stiffness of the overburden soils and bedrock formation. Based on the results of the


geotechnical investigations and foundation settlement analyses, piled raft foundations were selected to support the two tallest towers. Osterberg cell (O-cell) load tests were subsequently undertaken on two fully instrumented piles to validate and optimize the pile foundation design. The foundation layout for the two tallest towers consist a piled raft supporting the tower core and a number of individual piles and pile groups under the perimeter columns. The rafts are 3 m and 4 m thick and are supported on bored concrete piles of 1.5 m and 1.8 m in diameter that are embedded to depths of 40 m to 75 m below the base of the rafts. This paper describes the geotechnical investigation undertaken for the ICE District tower development and presents the results of in situ and laboratory tests and foundation design and analyses.

403 - Geotechnical Aspects of the Top-Down Design and Construction of a Single-span Highway Bridge Mrinmoy Kanungo 30 Forensic Engineering, Toronto, ON, Canada Storer J. Boone Golder Associates Ltd., 309 Exeter Road, London, ON, Canada

Geotechnical aspects of design and “top-down” construction of a single-span highway bridge over a light rail transit line are described in this paper. The structure included paral-lel secant pile walls serving as excavation support, permanent abutment walls and perma-nent foundations. Complicating factors included the need to build the structure in halves to maintain highway traffic and potential future reconstruction of a heavy rail underpass immediately adjacent to the new light rail underpass. Finite element soil-structure in-teraction modelling was conducted to develop design profiles of lateral earth pressures, pile displacement and lateral resistance. Construction performance was monitored using inclinometers installed within the abutment piles and strain gauges on temporary struts. Instrumentation data was used to complete back-analyses to evaluate design assumptions and calibrate geotechnical design parameters for protection of the new structure during fu-ture reconstruction of the adjacent heavy rail underpass. Comparisons of pre-construction estimates, instrumentation data and post-construction back-analyses demonstrate the im-portance of parameter selection for advanced constitutive soil-structure interaction models and practical issues related to geotechnical instrumentation in such situations.

775 - Site characterization of a sensitive Champlain Sea clay deposit in Beauharnois, QuebecA. El-Dana & F. GilbertStantec Experts-conseils Ltée, Montréal, QC, CanadaR. Saadeldin & R. HachéStantec Consulting Ltd., Ottawa, ON, Canada

A geotechnical site characterization study was carried out for a large commercial develop-ment including a 190,000 m2 building on undeveloped land in Beauharnois, Quebec. The site lies between the raised Beauharnois Canal to the west and Rivière Saint-Louis to the


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east. The site is underlain by a 25 m deep, highly compressible Champlain Sea clay deposit. This area has been historically considered highly sensitive to consolidation settlements. It is believed that the clay deposit contains two distinct deposits that are delineated over a depth of a few metres by an abrupt strength increase and decrease. This would suggest that a por-tion of the clay was previously subjected to natural desiccation before it was further overlain by a second major phase of deposition. The geotechnical site characterization study included drilling over ninety one (91) boreholes, conducting sixteen (16) seismic piezocone tests cali-brated to Nilcon vane shear strength profiles, installing nested vibrating wire piezometers and conducting consolidation tests as well as other typical laboratory tests. This paper provides a summary of the investigation, the Nkt cone factor obtained for the site, the results of daily groundwater measurements, the geotechnical models developed for the project including the stress history profiles which were the primary motivation for this work.

SOIL AMENDMENTS Wednesday October 4, 2017 | 10:30 - 12:00 | Room 202

517 - Prediction of compressive strength of soil cement and clay mixtures through a factorial design of experiments F.C. Loch, R.D. Santos Jr., & O.J. Pejon Department of Geotechnical Engineering – São Carlos School of Engineering, University of São Paulo, São Carlos, São Paulo, Brazil

A laboratory study was conducted to evaluate the joint effects of cement stabilization and clay addition over the compressive strength of a sandy soil. The investigation was per-formed using the technique of factorial design 2³, with the three factors: moisture content (MC), cement percentage (Ce) and clay percentage (C), varying on two levels each. The MC levels were 9.0 and 13.0%, and the cement and clay levels were both 3.0 and 9.0%. Unconfined compressive strength (UCS) was measured after 28 days of curing. The results were subjected to the statistical analysis, resulting in a regression model as a function of the variable factors. Tendency curves were established through response surface method. Thus it was possible to evaluate the compressive strength behavior of the stabilized soil, and understand the effect of moisture, cement and clay content.

215 - Stabilization of Geomaterials using an Innovative Form of Sodium Silicate Yu Guo, Julie Qiulin Shang, & Bingfeng Xue Department of Engineering– University of Western Ontario London, ON, Canada Michael McDonald, Xianglian Li, & Timothy Evans National Silicates, Toronto, ON, Canada

Sodium silicate has been a major class of chemical grouts for several decades. A wide variety of silicate-based formulations have been developed to address various requirements for water con-trol and/or soil stabilization. However, formulations have relied on a narrow range of commer-


cially - available sodium silicates. Recently, a new form of sodium silicate has been developed that has much lower alkalinity with a higher ratio of silica compared to conventional silicates. To study the suitability of this new silicate for chemical grouting of geomaterials, including loose sand and fine oil sand tailings, an in-depth experimental study was conducted to investigate the effects of chemical grouts in terms of strength gain, durability, gelation time and selection of setting agents. The study compared conventional sodium silicate with the new, higher - ratio silicate. The experimental work first modeled viscosity and set times using two different setting agents, i.e. triacetin and citric acid. The results of this study indicate that the chemistry of the high ratio silicate has several features that would be enhancements over existing silicate technology. First, the reduced alkalinity further improves the environmental performance of sodium silicate by reducing the amount of leachable sodium. Operationally, the higher ratio silicate can be formulat-ed to have much longer set times. Further, set times were easier to control and could be achieved using significantly less setting agent. Upon setting, the gelled silica had greater dimensional stability. Testing of unconfined compressive strength and durability is on-go-ing but initial results indicate significantly better performance compared to convention-al silicates. Initial field trials have been confined to water control applications and have demonstrated good efficacy as well as the noted improvement in ease of use.

284 - Engineering properties of Edmonton stiff clay treated with high cement content using undrained triaxial testsAdriana Luis & Lijun DengDepartment of Civil and Environmental Engineering – University of Alberta, Edmonton, AB, Canada

The use of cement to enhance the mechanical properties of soft soil has been well doc-umented in the literature for applications such as deep marine foundations or pavement subgrade. Although research has been done in cement treatment for cohesive soils, re-search is limited to clays with very high moisture content and cement contents less than 15%. The present research considers a context where the soilcrete would be used in deep foundations for heavy loads and investigates the development of strength on two soilcrete mixes with high cement content. Consolidated – undrained triaxial tests were conducted on 14 soilcrete specimens subject to a confining pressure in a range of 100 to 3000 kPa. The soilcrete tends to behave overconsolidated with low stress, and normally consolidated at high confining pressure, suggesting the breakage of cement bonds with confining pressure over 1 MPa. The mechanical parameters were defined for both soilcrete.

484 - Evaluation of the physical properties of TDA-sand mixtures Mohammad Ashari, Hany El Naggar, & Yuri MartinsDepartment of Civil and Resource Engineering – Dalhousie University, Halifax, NS, Canada

On average, North Americans dispose of one tire per person per annum. A large portion of these discarded tires end up in landfills which poses a major problem for the envi-ronment. One way to tackle this problem is to reuse tires in new applications. Previous


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studies have shown that there are many promising uses of tires in several civil engi-neering applications including, in highway embankments, lightweight backfills, leachate drainage for landfills, stacked bales and etc. In most of these uses, tires are shredded into a product called Tire Derived Aggregates (TDA). Despite its potential, there has not been enough experimental research done to identify the properties of TDA and TDA-soil mixtures and most of the research done is limited to small size TDA shreds to fit available small-scale triaxial machines. Other researchers used large-scale direct shear tests which have their own limitations such as predefined failure surface and limited control of confinement.In this study, a set of tests were conducted on different TDA-soil mixtures to evaluate their physical properties. The laboratory tests conducted were performed with a large-scale triaxial machine and the TDA used were the same size as the TDA used in many real scale projects. All tests were performed following ASTM D7181-11, ASTM D6270-08, ASTM D6913-04 and ASTM D698-12 standards. Results of the triaxial tests and expla-nations of these results are provided.

741 - Pilot Field Test on Shallow Mixing of Lightly-Cemented-Clay Chew S.H. & Eng Z.X.Department of Civil & Environmental Engineering, National University of Singapore, SingaporeChua K.E., Lim T.Y., & Tan S.E.DBuilding & Infrastructure Group, Housing & Development Board (HDB), Singapore

To allow for quick access onto newly reclaimed ground soft ground for ground improve-ment works, a technique of shallow soil mixing (SSM) method with low dosage of cement is introduced. The objective is to rapidly construct a sufficiently strong and thin working platform of about 500-750 mm thick. A modified mixing bucket mounted on an amphib-ious excavator was developed for SSM in this project. This paper aims to investigate the early strength development of this SSM by taking into consideration (a) type of cement, (b) cement dosage, and (c) number of mixing passes. There were six plots of pilot mixing trials performed at an actual site before the large-scale construction. The unconfined com-pressive strength (UCS) test results demonstrate that the soil mixed with CEM I cement (C=7% by weight) in 3-passes is an optimized operation for this project, and it can provide adequate stability for subsequent construction work.


ROCK MECHANICS III Wednesday October 4, 2017 | 10:30 - 12:00 | Room 201

136 - Effect of thermal responses of Colorado shale on wellbore integrityBiao LiDepartment of Building, Civil & Environmental Engineering – Concordia University, Montréal, QC, CanadaRon C. K. WongDepartment of Civil Engineering – University of Calgary, Calgary, AB, Canada

Thermal processes have been widely used to recover heavy oil from oil sands reservoirs, where the overburden shale undergoes cyclic heating and cooling processes. During steam injection processes, thermally induced pore pressure can be developed in the shale forma-tion around a thermal well and thermal pore pressure may lead to tensile fracturing in the shale. After long-term of heating, clay shale may display thermal contraction behavior due to removal of the smectite interlayer water and the shale formation will not be able to provide mechanical confinement for the wellbore. In this study, the effect of thermally induced pore pressure in Colorado shale on the integrity of a thermal well is investigated using thermal-hydro-mechanical (THM) coupled finite element analysis. The effect of thermal contraction in shale on wellbore integrity is also addressed using an analytical thermal-mechanical solution.

175 - Automated mesh generation for underground excavations using ‘region of interest’-based mesh improvement for 3D boundary and finite element analysis M. Hazegh & A.M. Zsaki Department of Building, Civil and Environmental Engineering – Concordia University, Montréal, QC, Canada

There is a vast amount of detail that defines the geometry of underground excavations, thus modeling and numerical stress analysis of these problems can be very lengthy. To alleviate this, a framework was developed by the authors for creating 3D meshes of under-ground excavations. This framework helps to reduce time to solution by generating im-proved meshes with fewer degrees of freedom. This was achieved by automatically refining the mesh in areas that have more influence on the results of stress analysis at a region of in-terest (ROI). Numerical stress analysis of the problem using the improved mesh produced accurate results in the vicinity of a ROI where a solution to the problem is sought. The ac-curacy of results obtained from the improved meshes is comparable to the accuracy of input data for rock engineering problems. This paper summarizes the mesh improvement model along with the accuracy and efficiency of the framework applied to practical geotechnical engineering problems. The error associated with the mesh improvement and the time tak-en for mesh generation and stress analysis were measured and discussed, highlighting the strengths and usefulness of the automatic mesh improvement framework.


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243 - The Evolution of the Excavation Damage Zone of Tunnels in Brittle Rockmasses using a FEM/DEM Approach – Engineering Geology Special TopicI. Vazaios & N. VlachopoulosDepartment of Geological Sciences and Geological Engineering – Queen’s University, Kingston, ON, Canada

The construction of an underground opening usually leads to significant changes in the in situ stress regime surrounding the excavation with ensuing damage occurring due to the redistribution of the stresses in the surrounding rockmass. At great depths, slightly fractured to relatively moderately fractured rockmasses are usually encountered and under high stresses they are more likely to behave in a brittle manner during an excavation. While constitutive models have been developed and proposed for the numerical simulation of such excavations using continuum mechanics, this brittle response cannot be simulated accurately since the material behaviour is governed by fracture initiation and growth. On the contrary, discontinuum approaches are more suitable. For the purposes of this paper, a numerical simulation following a Finite Element Method/Discrete Element Method (FDEM) approach will be demonstrated in order to replicate field conditions based on the observations at the URL Tunnel located in Manitoba, Canada.

312 - Estimate of Overall Probability of Failure of Rock Slopes Considering Multiple Failure Mechanisms Jin Dong Du SNC-Lavalin Inc. Toronto, ON, Canada

When designing a rock slope with the potential for multiple failure mechanisms, it is desirable for an engineer to understand the overall probability of failure (PoFoverall) of the slope. However, the software packages currently available to most engineers are only capable of calculating probability of failure (PoF) of some secondary-level failure modes belonging to one or more but not all failure mechanisms. In this paper, the author intro-duces Hunting Equations Method to address this issue.

871 - Application of Effective Ground Control Management at Tanco Mine Wen Wu, Wentzel Coetzer, & Scott RankmoreTantalum Mining Corporation of Canada Ltd Lac Du Bonnet, MB, Canada

Underground operations have been ongoing over 50 years at Tantalum Mining Corpo-ration of Canada Limited (Tanco). The mine recently focused on extracting cesium ore from two distinct zones in the underground workings. The zones are called the East and West mining zones. A room and pillar mining method was applied at Tanco and is still the preferred option. The mine had significant falls of ground (FOGs). This has forced management to reconsider the approach from before and be more practice in predicting challenge ground conditions. Moreover, the mine has adopted a zero mindset philosophy.


Management firmly believes that zero accidents are possible and has driven the message strongly. This has also led to the implementation of a world-class ground control manage-ment and monitoring plan at the Tanco operation. The plan includes the following aspects: 1) Ground characteristics involved in assessing ground condition and determining support requirements using rockmass classification; 2) 3D numerical modelling used for assessing pillar vertical stress, roof movement and mining stability; 3) Mining practice emphasized on control of peak particle velocity (PPV) with regard to explosive charge weight per delay (kg); 4) Monitoring was implemented to verify the stability of the roof and pillars; 5) Op-timization of dimensions of stopes and pillars with respect to support. 6) A comprehensive visual inspection plan All these aspects consist of elements in which ground control is successfully achieved at the mine.

686 - Finite/Discrete Element Modeling (FDEM) Of Time-Dependent Swelling Mechanisms in Southern Ontario Shales Yusheng Qiu, Karl Peterson, Johnson Ha, & Giovanni Grasselli Department of Civil Engineering – University of Toronto, Toronto, ON, Canada

Recent advances in modeling time-dependent swelling behaviour furthers the current un-derstanding of excavations in shale dominated ground conditions of southern Ontario. This work presents the preliminary results of research that aims to develop a hybrid mi-cromechanical finite/discrete element modeling (FDEM) approach to model tunneling in shale. Coupled with nanoindentation testing for calibration of material strength parame-ters, the micromechanical framework for material deformation in FDEM can define single element behaviour and account for heterogeneity of varying scales. The time-dependent swelling strain relations established through the works of Hawlader, Lee and Lo (2003), have been implemented into a FDEM framework by converting, at single element scale, the time-dependent swelling strains as additional volumetric strain components to the nodal solver. In addition, implementation of the swelling formulation into current FDEM methods can address potential dynamic interactions in evaluating tunnel stability, where the proposed addition to FDEM can incorporate additional capabilities of applying struc-tural anisotropy to the model which are integral to shale lithologies. Following imple-mentation at the single element scale, upscaling models to simulate a field scale tunnel excavation are used to demonstrate the proposed FDEM application as proof of concept for tunnel convergence due to swelling.


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TRANSPORTATION GEOTECHNICS III - ROADS BWednesday October 4, 2017 | 10:30 - 12:00 | Room 203

338 - Rock Fill Settlement in a Highway Embankment in Northern Ontario: A Case Study A. Varshoi1, A. Bom2, J. P. Dittrich1, M. Thibeault2, T. Sangiuliano3, C.M.P. Nascimento4, & K. Ahmad3

1Golder Associates Ltd., Mississauga, ON, Canada 2Golder Associates Ltd., Sudbury, ON, Canada 3Ministry of Transportation, Ontario - Foundations Section, Toronto, ON, Canada4Peto MacCallum Ltd., Toronto, ON, Canada

The initial results of a settlement monitoring program for a number of sections of a rock fill embankment constructed as part of the new Highway 69 four-laning in Northern On-tario are presented. Blasted rock is often used as fill material for embankment construc-tion in Northern Ontario. The magnitude of settlement of rock fill depends primarily on the total thickness of rock fill, compaction technique(s) and parent rock properties. The purpose of this study is to verify and validate the current MTO Guideline for Rock Fill Settlement and Rock Fill Quantity Estimates. To achieve this, settlement monitoring is being carried out along a section of the new Highway 69 alignment near French River, Ontario, which will be up to 20 m high, within Ojibway Canyon. The construction of the rock fill embankments started in mid-January 2017 and will be completed in June 2017. Monitoring equipment includes settlement plates installed at different depths within the rock fill embankment to measure the magnitude of fill settlements (as well as foundation soil settlements) in relation to fill thickness, and shape accelerometer arrays to provide a settlement-deflection profile across the entire cross-section of the rock fill embankment(s). Survey measurements are being taken during the rock fill embankment placement and will be taken following construction at specified intervals of time to monitor time dependent settlements. The settlement monitoring program will be continued over a four-year peri-od to assess the long-term, creep effects of the rock fill. Three different methods of rock fill placement/compaction will be evaluated as part of the test embankment construction (including a control section constructed following current OPSS standards) to study the impact of placement/compaction methods on settlement of the rock fill.

543 - Precast Concrete Paving Slabs (PCPS) as an Alternative to Urban Pavements and Possible Improvements to the CSA CodeJoão Renato R. Prandina & Julio Angel Infante Sedano Dept. of Civil Engineering – University of Ottawa, Ottawa, ON, Canada

The Canadian Standards Association (today CSA Group) reaffirmed in 2010 the code CSA A231.1-06 which states minimum requirements for the use of precast concrete pav-ing slabs (PCPS) as the wearing course of a pavement. The flexural capacity of unrein-forced concrete slabs is the asset and some studies demonstrated good potential of this solution in urban pavements, especially in local roads and parking lots. Additionally, con-


crete has shown more advantages as the destination of recycled aggregates, coarse or fine ones, currently allowed by this code. However, the geotechnical aspects of its guidelines could be updated to the state-of-the-art concepts already applied in consecrate mechanistic methods for pavement design. This paper presents a review of the code to adopt PCPS as wearing course of pavements, which can be combined with recycled materials, and its geotechnical approach. Considering a new pavement which would be constructed, the via-bility of the PCPS in the limits of the code is compared to optimized solutions. The main requirements and the basis for acceptance of the PCPS are listed, discussed focusing on improvements, once the overall performance of the pavement cross section, including the base layers and fatigue have not got the code’s attention. A parametric analysis with dif-ferent PCPS elements on a typical local road pavement simulates some practical scenarios. The results show some level of stresses in the pavement layers and fatigue. As a conclusion, the PCPS CSA code has demonstrated itself as a quite simple one and the discussions show that improvements could allow the engineering community to consider it as a safe and practical guideline to help the use of the PCPS solution local roads and parking lots towards a better performance, including the use of recycled aggregates.

559 - Chemical and leaching characteristics of residue from cutting ornamental stone for pavement applicationsJoão Renato R. Prandina, Mamadou Fall, & Julio Angel Infante SedanoDept. of Civil Engineering – University of Ottawa, Ottawa, ON, Canada

There are several types of waste materials which have been tested and then used in pave-ments. The ornamental stone industry worldwide generates large amounts of waste from cutting which is known as processing residue, hereinafter ornamental stone residue (OSR), which has negative impacts on the environment. A few studies have shown some positive applications of OSR in different industrial sectors. However, these current applications are insufficient when compared to the amount of OSR generated worldwide. OSR has been studied as recycled aggregate for Portland cement concretes (PCCs), tested as landfill, and mixed into pavement subgrade. This article presents the results of an experimental study on the leachability or ability of OSR which originates from the state of Espírito Santo in Brazil to release contaminants. A series of leaching, microstructural and chemical tests are con-ducted. The OSR samples are characterized by determining their grain size distribution and specific gravity. Moreover, their mineralogical and chemical compositions are determined by using X-ray diffraction and X-ray fluorescence, respectively. To assess the leachability of the elements found in OSR, the leachate is collected by using the batch method, and the contaminants which are determined by using inductively coupled plasma mass spectrometry (ICP-MS), are compared to the regulated thresholds in environmental and water guidelines in Brazil, the USA and Canada. The same tests are performed on Granular A, a typical base layer material in Canada, which is obtained from an Ottawa quarry, for comparison purposes. The results show that the levels of all the chemical leachates of OSR are lower than the limits specified in the aforementioned guidelines. Moreover, natural Granular A shows very low levels of leached contaminants. These results suggest that the use of the studied OSR as a recycled aggregate in pavements would not be harmful to the environment.


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719 - Estimating the variation of resilient modulus with moisture content for a compacted subgrade soil from pocket penetrometer results Faria Ahmed Department of Civil Engineering – University of Ottawa, Ottawa, ON, Canada Zhong Han School of Civil Engineering – Wuhan University, Wuhan, Hubei, China, & Department of Civil Engineering – University of Ottawa, Ottawa, ON, Canada Sai K. Vanapalli & Jun-ping Ren Department of Civil Engineering – University of Ottawa, Ottawa, ON, Canada

The variation of the resilient modulus (MR) of subgrade soils with respect to moisture content is the key information required in the rational design of pavements taking account of the influence of environmental factors. Determination of the MR from experimental studies is cumbersome, expensive, time consuming and requires elaborate equipment. Re-cent studies have shown that the variation of mechanical properties (such as the resilient modulus, the shear modulus and the shear strength) with respect to moisture content can be predicted using a “unified method”, alleviating cumbersome laboratory tests. The “uni-fied method” has been extended in this study for estimating the variation of the resilient modulus with respect to moisture content from pocket penetrometer (PP) test results. The PP is widely used for estimation the soils’ undrained shear strength from quick and simple tests. This paper presents experimental studies of MR - gravimetric water content (w) and PP - w relationships for the Indian Head till, which is collected from Saskatchewan and is frequently used as pavement subgrade material. It has been shown from the present study that the MR - w relationship can be reasonably estimated from the PP - w relationship extending normalization technique using the “unified method”.

336 - Assessment of the seismic provisions of the CHBDC for CSP culverts Ahmed Mahgoub & Hany El Naggar Department of civil and resource engineering – Dalhousie University, Halifax, NS, Canada

Corrugated steel plate (CSP) culverts have a wide range of use around Canada and the world. Seismic loading has a significant effect on the deformations and the straining actions (mo-ment and thrust forces) of large span culverts. In this study, static and full dynamic finite element modelling has been carried out to investigate the seismic performance of a large steel corrugated plate culvert. In addition, assessment of the seismic design according to the Canadian Highway Bridge Design Code (CHBDC) for CSP culverts is examined by com-paring the results of the CHBDC with the results of the conducted finite element analyses. Finite element (FE) analyses using Plaxis 2D-2016 are developed to verify the static behavior of a full-scale field case study of a large span steel culvert; then the seismic performance is examined utilizing a full dynamic analysis using seismic records suitable for the city of Vic-toria, BC, which is considered to be the most critical city in Canada in terms of seismicity. Furthermore, a parametric study is developed to investigate the seismic behavior of CSP


culverts under different subsurface conditions. The study clearly shows that the CHBDC significantly underestimates thrusts, moments, and stresses for regions of high seismicity.

593 - Acoustic Wave Attenuation through Buried Water Mains Abu Hena Muntakim, Ashutosh Sutra Dhar, & Amgad Hussein Department of Civil Engineering, Memorial University of Newfoundland, St. John’s, NL, Canada

This paper describes a laboratory facility developed at Memorial University of New-foundland for the study of acoustic wave propagation from leak noise through buried pipes and the results of acoustic emission testing in the new laboratory facility. The facil-ity is designed and developed to investigate the propagation of leak noise through water mains. The developed test facility is used to investigate leak noise attenuation through an in-air and a buried pipe. The buried pipe is backfilled with crushed stone. The laboratory study indicates that the leak noise attenuates during propagation of acoustic wave. The attenuation is higher for the high frequency waves. The attenuation also increases with the increase of flow rate through the pipe. Between the in-air pipe and the pipe buried in crushed stone, the attenuation is higher for the buried pipe. For a distance of 0.6 m, the amplitude ratio (the ratio of the amplitude at two locations at a distance of 0.6 m and 1.2 m from the source, A0/A1) is 0.987 for in-air pipe and 0.93 for pipe buried in crushed stone at a frequency of 2000 Hz and an inflow rate of 6.7 gallons per minute (25.36 litres per minute). An attenuation parameter is calculated based on the amplitude ratio to be 0.032 dB/m for in-air pipe and 0.12 dB/m for the buried pipe. Using the experimental results, a finite element modelling technique is developed for simulating the acoustic wave propagation and determining the effective distance of sensor from the leak source for successful identification of the leak noise.

LANDSLIDES IN SENSITIVE CLAY Wednesday October 4, 2017 | 10:30 - 12:00 | Room 208

875 - Sensitive Clay Landslides in CanadaAriane LocatUniversité Laval, Québec, QC, CanadaDenis Demers & Pascal LocatMinistère des Transports, de la Mobilité durable et de l ’électrification des transports, Québec, QC, CanadaMarten GeertsemaMinistry of Forests, Lands & Natural Resource Operations, Prince George, BC, Canada

Canada has a geological history that lead to the formation of sensitive clay deposits. These deposits are notorious for their large landslides. This paper presents an overview of the different types of large landslide occurring in sensitive clays located in Eastern Canada and on the West Coast of Canada. The geological formation and resulting stra-


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tigraphy of sensitive clay deposits for each region are described. Typical landslide types and their particular morphology along with their failure mechanisms are illustrated for each region. The paper discusses and concludes on the similarities and the differences of the various types of landslides in these separate areas, portraying sensitive clay landslides across Canada.

271 - Geotechnical data from a Champlain Sea clay landslide site at Breckenridge, southwestern QuébecBaolin WangNatural Resources Canada, Ottawa, ON, Canada

This paper presents geotechnical test results from an ancient Champlain Sea clay landslide site at Breckenridge, southwestern Quebec. Cone penetration tests (CPT) and vane shear tests were conducted. The CPT cone bearing factor Nkt was calibrated to be 11.5. The soil undrained shear strength (Cu) was found to have a correlation of Cu = 15 + 2.66 H (kPa), where H is depth in meters from the pre-failure ground surface at the head scarp. The slip surface was found to be at about 15 m depth from the pre-failure ground surface. The soil properties suggest that the landslide unlikely occurred as a retrogressive failure commonly observed in sensitive clays (more likely an overall slope failure).

712 - Landslides in glaciomarine sediments in and around Lakelse Lake, Northwestern British Columbia Andrée Blais-Stevens1, Marten Geertsema2, & Alain Grenier1

1Geological Survey of Canada, Ottawa, ON, Canada2Ministry of Forests, Lands & Natural Resource Operations, Prince George, BC, Canada

Lakelse Lake is an 8.7 km long freshwater lake located in the Skeena River watershed, about 10 km south of Terrace in northwestern British Columbia. The lake is surrounded by mountainous terrain flanked by sediments from the last glacial period. Some of the sediments are sensitive glaciomarine muds, prone to destructive landslides. The presence of landslide scars nearby and records of past damaging landslides in glaciomarine sediments (May and June 1962) provide evidence of the region’s susceptibility to landslides.

Sub-bottom profiling was carried out in 2015 and 2016 to identify historic and pre-histor-ic sublacustrine landslides in order to assess the extent and potential recurrence of events. Results reveal that most deposits consist of draped fine glaciomarine or lacustrine sedi-ments deposited in a quiescent setting. However, intercalated within these deposits are ten separate resolvable landslide deposits at various depths. Evidence of the June 1962 landslide event is visible on the multibeam image of the lake bottom. Dimensions of the landslide deposits range from 10 m to over a 4 km in distance. Thicknesses range from a few centimetres to 10 m. Some of landslide deposits reveal that lateral spreading took place during deposition. Long-term records of landslides provide baseline information to inform decisions related to infrastructure planning.


876 - Modelling of the runout of the Rissa landslide Z.Q. Liu, J.S. L’Heureux, & S. Lacasse Norwegian Geotechnical Institute (NGI), Oslo, Norway J. Kim Applied Mathematics, University of Washington, Seattle, WA, Canada formerly NGI and University of Oslo, Oslo, Norway V. Thakur Norwegian University of Science and Technology (NTNU), Trondheim, Norway

The 1978 Rissa landslide, with a volume of about 6 million m3 and debris travelling about 1200 m, was the largest quick clay landslide in Norway of the 20th century. Landslide risk assessment and management requires a reliable estimate of the runout of the landslide masses. There are few models today that calculate specifically the runout in sensitive clays. A new model was tested on the Rissa landslide. The numerical model is an extension of the Bing model in Eulerian coordinates with two horizontal dimensions and implements the full Herschel-Bulkley rheology to compute dynamically the depth of the moving material and the shear layer. The back-calculated runout was compared to the observed values. The results show that the runout in quick clays is controlled by, on the one hand, a combination of the remolded shear strength and the velocity of the remolding process, and on the other hand by the release volume and terrain topography. Monte Carlo simulations provided a statistical description of the runout parameters. The model, still under development, offers promise. The paper discusses the suitability of the model for the prediction of landslide runout in sensitive clays.

813 - Finite element modeling of progressive and retrogressive failure of submarine slopes for varying angle of inclination Shubhagata Roy & Bipul Hawlader Department of Civil Engineering – Memorial University of Newfoundland St. John’s, NL, Canada

A submarine landslide might be initiated from the steeper part of the seabed profile and then extend over the mild sloped areas. The initiation of failure due to the existence of a weak layer is modeled in the present study. Downslope progressive and upslope retrogres-sive failures and run-out of the failed soil mass are simulated. The present finite element (FE) analysis can model extremely large deformation of the failed soil blocks without any numerical issues related to mesh distortion. When the upslope area has no inclination, spreading occurs with formation of a number of horsts and grabens. However, for inclined upslope cases, parallel shear surfaces generate when a large slab of failed soil displaces over the weak layer. When the downslope area has no inclination, ploughing results in forma-tion of horst and grabens. Run-out occurs when the height of the accumulated soil above the seabed in the downslope areas is high.


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825 - The Energy Reduction Factor as a New Parameter to Integrate In Situ Rheological Data in the Numerical Modeling of Sensitive Clay Flowslides D. Turmel & J. LocatDépartement de géologie et de génie géologique, Université Laval, Québec, QC, Canada A. Locat & S. LeroueilDépartement de génie civil et de génie des eaux, Université Laval, Québec, QC, Canada P. Locat & D. DemersMinistère des Transports, de la Mobilité durable et de l ’Électrification des transports, Québec, QC, Canada

Sensitive clays are prone to various types of landslides; among them are flowslides that may affect hectares of land. Debris from those slides has a high mobility, with run out distances that may extent hundreds of meters in relatively flat terrain. Most studies on the mobility use apparent rheological properties in order to back-calculate the behaviour of the land-slides. This works well for the back-analyses of landslides, but is of little help in a context of hazard mapping. In this study, real rheological data acquired with a rheometer are used in order to analyse the post-failure behaviour of a flowslide in sensitive clays. A new method, using the destructuration index concept, is used in order to estimate the remaining energy available as kinetic energy for run-out, thus introducing an energy reduction factor. This method is applied on a sensitive clay landslide which took place in Quebec, and where rheological and geotechnical data are available. The numerical modeling of the landslide run-out is done in a full 3D model.

GEOENVIRONMENTAL IWednesday October 4, 2017 | 10:30 - 12:00 | Room 206

420 - Roles of interface transmissivity and hydraulic conductivity in limiting contaminant migration through composite liners Ahmed AbdelRazek & R. Kerry Rowe Geo-Engineering Centre at Queen’s-RMC, Queen’s University, Kingston, ON, Canada

Abstract Geomembrane (GMB) are often used in conjunction with a geosynthetic clay liner (GCL), compacted clay liner (CCL), or both to form a composite liner for a wide range of hydraulic containment applications, including landfill liners, surface impound-ments (e.g., ponds, lagoons), tailings storage facilities, and heap leach pads to minimize leakage. Often, they must act as a composite with a clay liner whose primary purpose is to minimize leakage through the holes in the GMB. Winkles in a GMB are a primary factor influencing leakage through a composite liner. Potentially, equally important is seam failure. This paper explores how the hydraulic conductivity of a GCL (k) and the interface transmissivity (θ) between GMB and GCL affects leakage in different scenarios either for a wrinkle with a hole or a failed seam. Consideration is given to landfill liners (high and low stresses) permeated with different types of leachates. The results highlighted the


significance of interface transmissivity (θ) to the estimated leakage as well as the leach-ate-GCL chemical interaction on the flow parameters, hence the calculated leakage and contaminant concentration at aquifer levels.

528 - Analysis of flow through a defect in Geomembrane in a Large-Scale Constant Head Apparatus Haley Cunningham & Ian FlemingDepartment of Civil, Geological, and Environmental Engineering – University of Saskatchewan, Saskatoon, SK, Canada

This paper presents a comparison between a commonly-used empirical equation used to estimate the flow rate through geomembrane defects, experimental measurements, and results of numerical simulations. A large-scale constant head apparatus was built to allow for the measurement of leakage through a geomembrane overlain by sand with defect of known geometry. Below the defect, water is freely allowed to drain for collection, thus rep-resenting a zero pore pressure boundary condition. Preliminary tests measured flow rates lower than those predicted using the equation of Bonaparte et al. (1989) and also lower than the results of numerical simulations. The discrepancy in flow rates is likely caused by high velocity non-Darcian flows occurring immediately around the defect. It has yet to be conclusively proven that turbulent flow is the sole factor affecting the flow. Numerical modeling will be used to assist in determining the cause of the discrepancy.

599 - Predicting the Mechanical Behaviour of Solid Waste using Numerical Methods in Landfill Applications Robert P. McDonald, Paul J. Van Geel, & Shawn KennyDepartment of Civil and Environmental Engineering – Carleton University, Ottawa, ON, Canada

Although conventional consolidation theory can be used, the stabilization process in mu-nicipal solid waste (MSW) is inherently complex due to the heterogeneity of the material and the high concentration of organics. In the short term, waste has an immediate elas-tic response due to surcharge loading. Long term stabilization involves two significant time-dependent components: a secondary mechanical settlement phase (i.e. creep) and a thermally dependent biodegradation phase. In practice, it can be difficult to distinguish the contributions of these processes from each other.

Two composite compressibility models were compared in application to recorded field data from a MSW landfill located in Ste Sophie, Quebec, Canada. The models were developed using finite element modelling procedures and the MSW mechanical response was exam-ined through a parameter optimization study. It is expected that future development of the numerical procedures to replicate MSW settlement behaviour will clarify the stabilization process and help realize a fully thermal-mechanical coupled model for waste stabilization.


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652 - Investigation of Industrial Solid Waste Properties for Potential Geotechnical Applications Xiaofei Song & Craig B. LakeDalhousie University, Halifax, NS, CanadaMichael D.A. Thomas University of New Brunswick, Fredericton, NB, CanadaMike ChaulkCBCL Limited, Halifax, NS, CanadaMarc MacLeodFundy Region Solid Waste, Saint John, NB, CanadaRenee MoraisJ.D. Irving Limited, Saint John, NB, Canada

It has been shown that certain municipal and industrial waste byproducts can be repur-posed as useful products. The objective of this study is to examine six waste byproducts for their physical, chemical and mineralogical properties for potential application as hydraulic barrier in landfill cover systems. The selected testing materials include five solid wastes from Irving Pulp & Paper in New Brunswick; and alum water treatment plant residuals from the Lake Major water treatment plant (LM Residuals) in Dartmouth Nova Scotia. Soluble sodium silicate and Type F fly ash was used as stabilization additives to blends of selected mixtures of these products in an attempt to reduce hydraulic conductivity and increase strength. It was shown that laboratory hydraulic conductivities of these initial stabilized mixtures achieved close to 1×10-6 cm/s.

664 - New method using pumping test data to detect the piezometric error of a monitoring wellDjaouida ChenafDepartment of Civil Engineering – Royal Military College, Kingston, ON, CanadaRobert P. ChapuisDepartment CGM – École Polytechnique de Montréal, QC, Canada

According to Nielsen and Schalla (2005), more than 65% of ground-water monitoring wells installed in North America since the late 1970s are improperly designed and installed. Such poor installations are therefore frequent and they may have important technical and eco-nomical consequences, because they may provide misleading or erroneous data on water levels, hydraulic conductivity tests, and groundwater samples. In the case of pumping tests performed in confined aquifers, a poor seal along the pipe of a monitoring well produces a hydraulic short-circuit. This yields a static water level, in the pipe, which differs from the piezometric level in the monitored confined aquifer. Chapuis and Chenaf (1998) developed a method using the drawdown and recovery data to detect a hydraulic short-circuit along a poorly sealed pipe, and quantify its consequences. This paper presents a new method, a second detection and quantification method for pumping tests. Then, both methods are used for interpreting public data of pumping test. Having two methods can be a key element for quality control of hydraulic parameters. Whereas the classical interpretation methods yielded


different values for transmissivity T and storativity S, the two detection methods yield new values for T and S, which now are very close, thus improving the quality of hydraulic param-eters and overcome the poor installation of the monitoring well.

617 - Assessment of Variability in the Soil Sampling Meskar, Mahmoud, Sartaj, Majid, & Infante Sedano, Julio Angel Department of Civil Engineering – University of Ottawa, Ottawa, ON, Canada

Soil contamination is not only a sanitary issue, but is also an economical concern due to associated high costs. In the case of site re-development, the quality of borrow materials must be properly assessed for their possible environmental impacts on a target area through a best-sampling procedure. This research aimed at comparing two main sampling proto-cols including modified composite sampling and modified ranked set sampling. Variations among different locations and depths were observed, with 1600% change in concentrations and coefficient of variation of up to 150% for points which are not away more than 25 meters. These facts show that locations and number of samples have a profound effect on the level of observed contaminations. Based on this research, discrete samples show mostly higher variations and have often greater concentrations than composite samples. There-fore, composite sampling could be potentially a better representative instead of discrete sampling for the conditions of the site which was assessed.

COLD REGIONS HYDROGEOLOGY IWednesday October 4, 2017 | 10:30 - 12:00 | Room 205Chair: Peter Morse

281 - Ground ice in permafrost: thermokarst and hydrogeological implications Stephen A. WolfeGeological Survey of Canada, Natural Resources Canada, Ottawa, ON, Canada

This paper examines three types of ground ice occurring within permafrost. The primary purpose is to identify ground ice potential in present-day permafrost terrain and to un-derstand the impacts that warming will have on the cryosphere. Type 1 (formational) ice forms as permafrost aggrades into unfrozen ground and its excess ice is mainly segregated ice. Type 2 (post-formational) ice develops within permafrost and its excess ice includes wedge, aggradational, and intrusive ice. Type 3 (relict) ice has formed or been deposited on the ground surface and later covered by sediments and its excess ice includes ice that has become buried and preserved within permafrost. Because of the nature of their formation, occurrence, preservation potential, and effect on the land upon thawing, these ice types are important to the discussion of permafrost and hydrogeological interactions. Scenarios of thermokarst development related to the thawing of each ice type are presented as a means to understand the implications of their presence and distribution within permafrost.


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367 - Overflow observations near the Tibbitt to Contwoyto Winter Road, NT W.E. Sladen1, C.R. Burn2 & S.A. Wolfe1

1Geological Survey of Canada, Natural Resources Canada, Ottawa, ON, Canada2Department of Geography and Environmental Studies – Carleton University, Ottawa, ON, Canada

Icings were investigated near the Tibbitt to Contwoyto Winter Road to examine the relation of overflow timing to air and ground temperature, rainfall, and winter road construction. Icings developed before the end of active-layer freezeback by intermittent overflow of water from upstream lakes. Open-system freezing in saturated peat caused build-up of hydraulic pressure, leading to overflow. The active layer remained hydrologically active after the over-flow period. The duration of the overflow period was positively related to autumn rainfall. As the hydrological regime in the Canadian Shield is moderated by bedrock thresholds, icing development depends on basin catchment size and antecedent conditions.

418 - Permafrost and hydrogeology interactions: subarctic Canadian Shield Peter D. Morse Geological Survey of Canada, Ottawa, ON, Canada Chris Spence Environment Canada, Saskatoon, SK, Canada

This paper reviews the interactions between permafrost (an aquitard) and water flow sys-tems within discontinuous permafrost of the subarctic Canadian Shield, identifies knowl-edge gaps, and describes potential consequences of changing permafrost conditions as a result of climate warming. Discontinuous permafrost in this region is in thermal dis-equilibrium, with frozen ground occupying small but perhaps crucial locations along the drainage network. It is unclear how changes to permafrost-hydrogeology interactions will influence larger basin scales and cascade through subsequent environmental systems. We develop a conceptual framework of how non-linear changes to permafrost-hydrogeology interactions may progress due to climate warming. These changes have broad implications for water resources and affect northern environments, societies, and economies. Knowl-edge gained from conceptual framework development is the first step towards improving adaptation and mitigation measures to changing permafrost-hydrogeology interactions.


684 - Development of a 3D cryohydrogeological model of a small watershed in a degrading permafrost environment in Nunavik, Québec Richard Fortier1, 2, David-Roy Banville, Richard Lévesque3, Jean-Michel Lemieux1, 2, John Molson1, 2, René Therrien1, 2, & Michel Ouellet4 1Département de géologie et de génie géologique, Université Laval, Québec, QC, Canada 2Centre d’études nordiques, Université Laval, Québec, QC, Canada 3Poly-Géo inc., Saint-Lambert, QC, Canada 4Ministère du Développement durable, de l ’Environnement et de la Lutte contre les changements climatiques, Québec, QC, Canada

Near the Inuit community of Umiujaq in Nunavik, Québec, a small 2-km2 watershed in a valley within the discontinuous permafrost zone has been recently investigated to assess the availability and quality of groundwater as a potential source of drinking water. According to the investigations carried out in this watershed, the valley bottom is covered by a 30-m thick succession of Quaternary sediments overlying the bedrock. Ice-rich per-mafrost mounds are found in a marine silt unit. Two aquifers have been identified within the watershed: a shallow aquifer in sandy littoral sediments and a deep aquifer in glacioflu-vial sediments confined by marine sediments and permafrost. All available data have been analyzed, synthesized, and integrated into GoCAD to build a 3D cryohydrogeological model of the watershed. This model is the cornerstone of numerical modelling of coupled groundwater flow and heat transfer processes to assess the impacts of climate warming on groundwater resources in this degrading permafrost environment.

494 - Coupled cryo-hydrogeological modelling of permafrost degradation at Umiujaq, Quebec Canada S. Dagenais, J. Molson, J-M. Lemieux, R. Fortier, & R. TherrienDépartement de géologie et de génie géologique, Université Laval, Québec, QC, CanadaCentre d’études nordiques, Université Laval, Québec, QC, Canada

A two-dimensional numerical model based on field observations of permafrost mounds in the Tasiapik Valley, near Umiujaq, Nunavik, Québec, is developed to help understand the importance of groundwater flow on permafrost degradation. Coupled simulations of groundwater flow and heat transport around and beneath an ice-rich permafrost mound were completed in the vertical plane along the direction of local groundwater flow. The model includes transient density-dependent groundwater flow, advective-dispersive heat transport, latent heat and freeze-thaw feedback effects on the relative permeability. Simu-lations have shown that advective heat transport by groundwater flow plays a critical role in permafrost degradation and can explain the high apparent heat flux at the permafrost base.


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453 - An Integrated Surface-Subsurface Flow Model of the Thermo-Hydrological Behavior and Effect of Climate Change in a Cold-Region Catchment in Northern Quebec, Canada Masoumeh Parhizkar, René Therrien, John Molson, Jean-Michel Lemieux, Richard Fortier, Marie-Catherine Talbot Poulin, & Pierre TherrienDepartment of Geology and Geological Engineering – Université Laval, Québec, QC, Canada Michel Ouellet Ministère du Développement durable, de l ’Environnement et de la Lutte contre les changements climatiques, Québec, QC, Canada

Three numerical groundwater flow models with different levels of spatial heterogeneity were calibrated for a hydrogeological system located in a cold environment with dis-continuous permafrost. Calibration was completed by coupling the inverse calibration code PEST to the 3D steady-state groundwater flow models developed using Hydro-GeoSphere. Results were then used in a transient model to assess the efficiency of cal-ibrated models in predicting the observed time series of hydraulic heads. Comparison of steady-state results shows that by allowing more heterogeneity in the model, a better fit to average field observations can be achieved. Although heterogeneous models could accurately reproduce the time series for hydraulic heads in coarse materials in a part of the study area with less permafrost, in parts of the study area with more permafrost, a more effective calibration approach is required which includes the effect of permafrost on the groundwater flow system.

ECOSYSTEM AND CLIMATE CHANGEWednesday October 4, 2017 | 10:30 - 12:00 | Room 207 Chair: Mark Hinton

330 - Development of indices to assess the potential impact of drought to private wells in Nova Scotia G. W. Kennedy & J. Drage Nova Scotia Department of Natural Resources, Halifax, NS, Canada G. Check Nova Scotia Environment, Halifax, NS, Canada

In the summer and fall of 2016, southwestern Nova Scotia (NS) experienced moderate to severe drought conditions, with rainfall deficits persisting into the winter months. Avail-able provincial observation wells in southwestern NS showed historical lows or below normal water levels. It is estimated that over 1000 private well users in southwestern NS experienced water shortages because of the drought, especially well users relying on dug wells for domestic water supply. The NS Department of Natural Resources developed an index map to show areas of the province where private well owners are more likely to experience water shortages and published the map as a web application for planning and


risk communication purposes. A groundwater level index was also developed to charac-terize water levels recorded by the observation well network and published on the map.

502 - Assessment of groundwater resources to support wildlife in the W National Park, Niger Habsatou Ango1,2, Maximilien Delestre1,3, Boureima Ousmane2, & René Lefebvre1

1Institut national de la recherche scientifique (INRS), Québec, QC, Canada2Geology Department – University Abdou Moumouni of Niamey, Niger3OSUR – Université de Rennes 1, Rennes, France

The 2,200 km2 W National Park is located 150 km south of Niamey, Niger. The park con-tains 80% of Niger’s biodiversity, is the last refuge of many threatened animal species and was recognized in 1996 as an UNESCO World Heritage biosphere reserve. The park is under a warm semi-arid climate normally receiving more than 600 mm of rain annually, but it is close to the southern limit of Sahel, which is expanding south due to climate change. A project was initiated with the objective of assessing the potential of groundwater resources within the park to sustainably mitigate the impact of climate change by seasonal water supply rendering water holes permanent. This paper presents the initial definition of the W National Park hydrogeological context that will form the basis for future field characterization.

506 - Integrated Water Cycle Management in the Great Lakes Basin under Changing Climate Conditions Elisha Persaud, Jana Levison, & Sarah Rixon School of Engineering - University of Guelph, Guelph, ON, Canada Scott MacRitchie Ministry of the Environment and Climate Change, Toronto, ON, Canada

Climate change is expected to affect temperature as well as the timing and amount of pre-cipitation received within the Great Lakes Basin. An integrated monitoring and modelling approach is required to improve the current understanding of the water cycle components, especially groundwater-surface water interactions, and possible future conditions. The Parkhill Creek Integrated Climate Change Station in Southwestern Ontario, is highlight-ed as an example of integrated field data collection and subsequent hydro-climatic model-ling as a framework for climate change impact assessment. This case is discussed in relation to the importance of hydrologic function and the policy implications of this framework.

589 - Including groundwater dependent ecosystems in water management: Why it is important and why can’t we do it better? Marie Larocque Centre de recherche GÉOTOP, Département des sciences de la Terre et de l ’atmosphère, Université du Québec à Montréal, Montréal, QC, Canada Stéphanie Pellerin Institut de recherche en biologie végétale, Université de Montréal, Montréal, QC, Canada


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Groundwater dependent ecosystems (GDEs) such as springs and wetlands are found when groundwater discharges to the surface, forming ecosystems that rely on groundwater for a stable water inflow of relatively constant temperature and quality. GDEs are particularly sensitive to sustained decreases in groundwater levels, which can result from groundwater pumping, urban or agricultural development, and climate changes. Groundwater level de-clines that can impair GDE functions and resulting services are difficult to separate from inter-annual water level variations, and often remain unnoticed until they become large enough to endanger traditional groundwater uses. Because the conditions, triggers and thresholds under which groundwater discharge occurs in GDEs are still poorly under-stood, it is difficult to identify and prevent the impacts of climate changes and anthropo-genic stressors on these ecosystems. This talk summarizes what are the main challenges to consider GDEs in water management with specific examples from the province of Quebec.

655 - Estimating recharge to mountainous bedrock aquifers in a temperate region – a multi-method approach Sarah Rathay, Ryan Burgess, & Diana M. Allen Simon Fraser University, Burnaby, BC, Canada

The presence of fractures and topographic relief in mountainous terrain makes estimating recharge to bedrock aquifers challenging. Two independent but complimentary studies were completed to provide better-constrained estimates of recharge to the Gulf Islands aquifers in British Columbia. The first examined the characteristics of the discharge envi-ronment using thermal infrared imagery in combination with the stable isotope compo-sition of the seepage to better conceptualize the seasonal recharge response. The second used a three-dimensional model, constructed in MIKE SHE, to explore the spatial and temporal variability of recharge. Both studies point to the need to conceptualize recharge in this type of mountainous terrain as three-dimensional.

901 - Impact of climate change on groundwater availability in Eastern CanadaJana LevisonG360 Institute for Groundwater Research, School of Engineering, University of Guelph, Guelph, ON, Canada Alexandre Martin & Marie LarocqueCentre de recherche GÉOTOP, Département des sciences de la Terre et de l ’atmosphère, Université du Québec à Montréal, Montréal, QC, Canada

In Ontario, Québec, and Atlantic Canada, groundwater is the main water supply in many large urban communities and in most of the rural regions. A good understanding of the impacts of climate change on this resource is therefore crucial for sustainable water man-agement in Eastern Canada. This presentation provides a synthesis of 22 recent studies related to the simulation of climate change impacts on groundwater resources in Ontar-io, Québec, and Atlantic Canada. The reviewed modelling studies show that there is a general trend for recharge increase (with some studies showing recharge decrease), earlier


snowmelt periods causing seasonal shifts in the recharge cycle, and reduced groundwater discharge to surface water bodies during low flow periods. This presentation also addresses how climate change can be combined with other anthropogenic pressures (e.g., increased pumping, land use changes) and describes technical challenges that need to be addressed to contribute to the sustainable management of groundwater resources.

FIELD CASES II Wednesday October 4, 2017 | 13:45 - 15:15 | Room 204

267 - Viscoplastic behaviour of soft soil in vacuum consolidation P.I. Kumarage & C.T. GnanendranSchool of Engineering and I.T. – UNSW Canberra, ACT, Australia

Consideration of vacuum consolidation in soft clays with respect to its long-term perfor-mance has been extremely limited, especially concerning thick clay deposits having signif-icant creep characteristics. Popular coupled-consolidation elasto-plastic analysis models such as Cam-Clay cannot be used to predict long-term time-dependent deformational be-haviour in soft soils. In this paper, a Biot type fully-coupled creep-based viscoplastic finite element analysis numerical model is proposed to predict the time-dependent deformations in thick deposits of soft clays under vacuum consolidation.

659 - Analysis of continuous compaction control data of large scale test rockfills Valérie St-Gelais & Jean Côté Département de génie civil et de génie des eaux – Université Laval, Québec, QC, Canada Marc Smith Hydro-Québec, Montréal, QC, Canada

Continuous compaction control (CCC) technology allows a constant quality control of the placed fill by the use of the compaction meter value (CMV). CCC was recently used for the construction of a major asphalt core rockfill dam (ACRD). Because of its thin core, compaction of its rockfill zones is critical to reduce excessive deformation and shear. In order to determine the optimal compaction method for construction this dam, 10 test pads were constructed. Each test pad was compacted with CCC technology and in situ test were also performed. The objectives of this study are to establish a representative compaction meter value (CMVr) for each test pad, assess its spatial variability and then correlate it to deformation moduli measured in situ. Results show CMVr values are less variable than the measured CMV obtained at the end of compaction. Furthermore, the correlations ob-tained with the in situ measured moduli tend to agree with those founded in the literature.


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280 - Geotechnical Design Considerations for Seismic Retrofit of Existing Foundations Hafeez Baba, Henri Sangam, Miguel Nunes, & Artin Hassas SNC-Lavalin Inc., Toronto, ON, Canada

Earthquake resistant design is ensured following the current building codes and other in-dustry guidelines. Building codes are regularly upgraded incorporating new lessons learned. In current practice, a geotechnical engineer has to establish seismic site class and seismic design parameters, as a minimum, for any structure in a seismic environment. Seismic site class takes into account the effects due to the local soil conditions and is based on the average characteristics of the upper 30 m soil profile derived from site investigation data. Seismic design parameters are 5% damped spectral and peak ground accelerations (PGA) corresponding to a 2% probability of exceedance in 50 years, a 2475-year earthquake. This paper presents the provisions in NBCC 2015 and IBC 2015 for seismic site class and seismic design parameters. Also presents challenges associated with establishing site class for projects with non-uniform ground conditions and with seismic upgrade retrofitting existing deep foundations for brownfield industrial sites.

765 - Effects of freeze-thaw cycles on earth pressure acting on shoring system Hicham (Sam) Salem & Alireza Ghirian AATech Scientific Inc., Ottawa, ON, Canada Ryan Teplitsky City of Edmonton, Edmonton, AB, Canada

A case history is presented in this paper examining two 18-m deep sheet pile cofferdams supported by four levels of wale bracing with corner struts. The performance of the shor-ing system during construction was continuously monitored for a period of one year using vibrating-wire strain gages at critical locations where maximum compressive stresses are expected. The monitoring data presented in this paper reflects a period of frequent tem-perature fluctuation cycles. The strain data shows that the stress in corner struts builds up a net increase with each freeze-thaw cycle. The measured stresses retreated to their original estimated values after the complete spring thaw which helps to isolate the frost effect on the shoring supports. The paper addresses the freeze-thaw effects and suggests practical considerations for designing safe shoring systems in such harsh unpredictable climate

343 - Soft ground consolidation of a railway yard using wick drains and surcharge fill Fanyu Zhu, Tiekui Yan, & Shabbir Bandukwala WSP Canada Inc., Toronto, ON, Canada

This paper presents a study of soft ground consolidation using wick drains and surcharge fill in order to reduce the postconstruction settlement of a railway yard, including design concept of the ground consolidation, the results of field monitoring, and theoretical analy-


ses of settlement monitoring results. Ground settlements were measured during and after the placement of engineered fill and surcharge fill. Ground settlements estimated using consolidation theories were compared with field measurement data. The rate of ground consolidation observed in the field was more rapid than the theoretical prediction. Using the field measurement data, the coefficient of consolidation, pre-consolidation pressure and undrained shear strength of the weak silty clay deposits are back-calculated and com-pared with results from field and laboratory testing.

631 - Comparison between measured displacements and numerical analysis in a 39 meter deep excavation in Tehran Seyed Nima MirhadiDepartment of Civil Engineering, Sharif University of Technology, Tehran, Iran Ali Yazdansepas & Roozbeh SalehabadiBaspar Pey Iranian, Tehran, Iran

The new Atiyeh Hospital project in Tehran, Iran consists of a 25-story building includes 7 levels of underground parking and 2 levels of underground building facilities, requiring a 39m deep excavation immediately adjacent to city streets and residential properties. Soil nail wall system combined with ground anchors and concrete piles are designed to retain the excavation. Excavating has been done about 20m below groundwater level. In the presented paper the predicted displacements calculated by numerical analysis are com-pared to real deformations. Finite element models were used to assess the deformations of the excavation. Hardening soil model is implemented to investigate the soil deforma-tions. Instrumentation results show good but not perfect agreements with the predicted displacements. Conclusions show that soil strength parameters and numerical modelling assumptions have major effects on predicted results.

TUNNELLING AND DEEP EXCAVATIONS Wednesday October 4, 2017 | 13:45 - 15:15 | Room 202

118 - Geotechnical Investigation Program for the Don River and Central Waterfront Wet Weather Flow System Mark BruderStructural Engineer, R.V. Anderson Associates Limited, Toronto ON, CanadaDaniel CressmanTunnel Engineer, Black & Veatch, Toronto ON, CanadaRobert MayberryProject Manager, Engineering & Construction Services, City of Toronto, Toronto ON, Canada

The City of Toronto is implementing the Don River and Central Waterfront Project to reduce Wet Weather Flow into Lake Ontario, the Don River, and Taylor Massey Creek. Black & Veatch in association with R.V. Anderson Associates Limited has been contracted by the City to complete preliminary design of the entire project, detailed design of Stage


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1 construction, and to scope/manage the geotechnical investigation (currently underway). The geotechnical program includes drilling over 280 boreholes with a comprehensive sam-pling/testing schedule to define the subsurface conditions and mitigate risk with the design/construction of the tunnels/shafts. Routine and specialized rock/soil sampling and testing is included to define the geotechnical parameters that are critical in the design of tunnels/shafts. This paper focuses on general subsurface conditions, development and management of the geotechnical program, engagement of stakeholders, and the usage of collected data in defining geotechnical risks.

194 - Performance of Soil Nailed Walls- Case Studies Emad Zolqadr Ryerson University, Toronto, ON, Canada Shahab Yasrebi Department of Civil & Environmental Engineering – Tarbiat Modares University, Tehran, Iran

This study surveys design and performance of soil nail walls in Eram and Yas that are some of the deepest urban excavation projects in Tehran, reaching to 19.5-29.3 meters in depth. The post-construction lateral deformations of the mentioned walls vary from 69 to 222 percent of the lateral deformations, which observed soon after construction accomplishment. The numerical analysis usually is applied in soil nail wall design process to specify proper design characteristics and prediction of the wall performance. The results of the numerical models, applying different modeling approaches, are surveyed in this study. These case studies indicated that the rate of post-construction deformations can be different from wall to wall and it is a subject of several items as the soil nail system design and the geotechnical conditions.

268 - The use of Distributed Optical Sensing Techniques for Ground Support; Not all Fiber Optic Methods are SimilarN. Vlachopoulos1, 2, B. Forbes2, & D. Cruz1

1Civil Engineering Department – Royal Military College of Canada, Kingston, ON, Canada2Department of Geological Sciences and Geological Engineering – Queen’s University, Kingston, ON, Canada

The use of fiber optics within the Geotechnical / Geological Engineering field is not a new concept. However, not all fiber optic technologies are similar as each type has their unique strengths and limitations. Highlighted in this paper are the concepts involved with common fiber optic techniques, namely, Fiber Bragg Gratings (FBG), Brillouin Optical Time Domain Analysis (BOTDA) and Rayleigh Optical Frequency Domain Reflectom-etry(ROFDR). Also included within this paper is the development of a state-of-the-art ROFDR technique in conjunction with their use with ground support elements. The tech-nique monitors strain with a spatial resolution of 0.65 mm, allowing a full, continuous strain profile to be captured within support elements (i.e. rock bolts, spiles etc.). Selected results from laboratory testing of rock bolts are included which demonstrate the novelty of the technique as well as the fidelity with which micro-geomechanics are being captured.


478 - A Microtunnel through Champlain Sea Clay under an Ottawa Highway Overpass Kim LesageGolder Associates Ltd., Ottawa, ON, Canada

The reconstruction of Main Street in Ottawa included the addition of a new 1,200 milli-metre diameter storm sewer. Of particular concern for the project, the storm sewer align-ment would extend beneath an existing highway overpass twin-structure, supported on spread footing foundations. It was determined that the resulting traffic impacts from open cut construction would be unacceptable for about a 320 metre section of the alignment and that it would therefore be installed using trenchless methods. Some particular constraints for the selection of the trenchless method were: (1) the settlement control required to monitor/reduce the impacts on the overpass bridges and existing adjacent utilities (both of which have limited tolerance to accept movement); (2) the dewatering restrictions imposed by the sensitive Champlain Sea clay subgrade; and, (3) a steerable methodology would be needed for proper alignment and profile control along the boring length. A comprehen-sive settlement monitoring program for the highway overpass structure was also required during the tunneling work. Microtunneling was selected for the sewer construction and successfully used to complete this project, becoming the first slurry microtunneling project completed in Champlain Sea Clay.

671 - Innovative Geotechnical Investigation Approach for York Region Tunneling Project in Complex Geological Setting Giuseppe M. Gaspari1, Tamara Kondrachova2, & Mark Telesnicki3 1Geodata Engineering S.p.A.(Canada Branch), Toronto, ON, Canada2The Regional Municipality of York, Newmarket, ON, Canada3Golder Associates Ltd., Mississauga, ON, Canada

The planned West Vaughan Sewage Servicing (WVSS) Project includes an approximately 14km long trunk sewer within York Region, a municipality north of Toronto, Ontario. Geological conditions along the selected tunnel alignment are very challenging, due in part to periods of advancing and retreating glaciation, more recent fluvial depositions and erosion by the Humber River. In order to complete a design in such a variable geological environment, an innovative two-phased Geotechnical Investigation program including very specific in-situ and laboratory testing was undertaken and the overall program was continually optimized using state of the art 3D visualization. The project has been com-pleted to the 60% Design phase with EPB-TBM proposed as the tunneling construction method. The knowledge obtained from the geotechnical program will form one of the major documents for a tunnelling project - the Geotechnical Baseline Report. This paper will demonstrate how such an innovative approach can potentially reduce risks on large scale tunneling projects where all field results are consistently analysed to avoid gaps and misinterpretation which will likely reduce Contractor’s claims during construction.


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635 - Numerical Study on the Base Resistance of Drilled Shafts in a Rock-Soil Transition ZoneSang Inn Woo, Seung Hwan Lee, Byeong Soo Yoo, & Choong-Ki ChungDepartment of Civil and Environmental Engineering – Seoul National University Gwanak-gu, Seoul, South Korea

The design of the drilled shafts embedded in the rock-soil transition zone requires a rea-sonable estimation of the material properties of the transition zone. As the transition zone is stiff enough not to allow penetration by a soil testing device but is too breakable to collect a rock core sample, the direct measurement of the strength parameters has limitations. One possible approach to interpolating the material properties of the transition zone is using those of the soil and rock that sandwich the zone. Based on this idea, the present study numerically assessed the base resistance of the drilled shafts embedded in a rock-soil tran-sition zone. The material properties of the transition zone were interpolated using those of the soil and rock, with help of a weight function. This study examined several weight functions. Based on the comparison of the numerical results with the experiment data, this study proposed the most suitable weight function for describing the strength parameters of the rock-soil transition zone.

MINING - RECLAMATION AND COVERS I Wednesday October 4, 2017 | 13:45 - 15:15 | Room 201

620 - Variability of material properties used for covers to prevent acid mine drainage Isabelle Demers, Jessica Huo-Kang, & Mamert Mbonimpa Institut de recherche en mines et environnement, UQAT, Rouyn-Noranda, QC, Canada

Covers that act as oxygen barriers are considered an effective reclamation strategy for ac-id-generating mine tailings. Oxygen barriers require fine-grained material in their design. Installation of the cover material can be done hydraulically (as a slurry), or placed by con-struction equipment. The objective of the study was to evaluate the variation of particle size distribution (PDS) and saturated hydraulic conductivity (ksat) within a cover material placed by hydraulic deposition and by mechanical placement, and to evaluate the possible impact on the cover performance. Samples from two sites were collected and their PSD and ksat were measured, and WRC were estimated. Significant variations in PSD and ksat were observed for the cover placed by slurry deposition, whereas the material installed mechanically showed no significant variation in its properties. Particle segregation caused by hydraulic deposition should therefore be considered when assessing the expected per-formance of a cover placed as a slurry.


632 - Implementing Mine Closure Plans - Ontario’s Experience Rob PurdonOntario Ministry of Northern Development and Mines (MNDM), Thunder Bay, ON, Canada

The Ontario Ministry of Northern Development and Mines (MNDM) has the mandate under the Mining Act to hold financial assurance equivalent to the costs for rehabilitation of mine sites when they close. The intent is to ensure that the Crown has resources to implement the Closure Plan if the proponent is unwilling or unable to do so. In August, 2012 the Crown became responsible for implementing the Closure Plan for the former Timminco Mine site near the community of Renfrew, Ontario, approximately 100 km northwest of Ottawa. In August 2015, the Crown became responsible for implementing the Closure Plan for the former Lockerby Mine site near Sudbury, Ontario. Both projects have been challenging but the lessons learned from Timminco and Lockerby can serve to sculpt the future of mine closure for both the industry and the government.

727 - Real Time Monitoring of Volumetric Water Content in Reclaimed Mine Waste Using Cone Penetration – Time Domain Reflectometry Spencer Chuhaniuk & Lee Barbour Department of Civil, Geological & Environmental Engineering – University of Saskatchewan, Saskatoon, SK, Canada

The purpose of this project is to undertake field trials of a sensor to measure deep (up to 10 m) volumetric water content profiles through reclaimed mine waste using a new time domain reflectometry (TDR) component added to conventional geotechnical cone penetration testing instrumentation (CPT). TDR uses changes in the dielectric constant of the soil to measure changes in volumetric water content. The CPT-TDR provides the opportunity to measure the spatial variability in stored water volume over large areas of reclaimed mine waste (i.e., soil covers placed over tailings or overburden). In this study, a prototype CPT-TDR probe was tested under field conditions on a reclaimed tailings sand dyke. It is expected that the CPT-TDR probe could be utilized by industry to evaluate the performance of mine reclamation covers

795 - Laboratory and field study of oxygen flux and hydrogeological behaviour of monolayer covers made of low-sulfide tailings combined with an elevated water table placed over acid-generating mine tailings Nicolas J. Rey, Isabelle Demers, Bruno Bussière, & Mamert Mbonimpa RIME – UQAT, Rouyn-Noranda, QC, Canada Sylvain Lortie Westwood, Iamgold, Rouyn-Noranda, QC, Canada

An experimental protocol including laboratory and field tests was conducted in order to evaluate and optimize the reclamation concept of Doyon-Westwood pond #2 and 3: the


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monolayer cover combined with elevated water table. The efficiency of this method based on the capacity to maintain sulfidic tailings at high water saturation, in order to control their oxidation and consequent acid production, depends on the proper parametrization of the level of the water table, cover thickness and grain size distribution. In this paper are presented the results of volumetric water contents and suctions, monitored at different po-sitions inside four laboratory columns submitted to wetting-drainage cycles, and one field cell exposed to natural atmospheric conditions, in which was deposited Doyon sulfidic tailings surmounted by a cover made of low-sulfide tailings. Oxygen fluxes estimated with oxygen diffusion-consumption tests, and the measurement of oxygen gradient inside the cover, are also discussed.

392 - Wireless monitoring of pore-pressure and dewatering activities in the Aitik Boliden Mine in northern SwedenClàudia Abancó, Juan Pérez, & David GómezWorldsensing, Barcelona, SpainHannington MwagalanyiBoliden, Gällivare, Sweden

The Aitik Boliden Mine annual planed production is up to 45 million tons of ore per year. The increased mining rate induces high vertical hydraulic gradients leading to less friction behind the slope walls. In 2010, Boliden Mine started controlling pore-pressures by the means of piezometers installed in boreholes. Initially, the mine obtained the piezometric data manually, but in July 2016, the mine implemented a long-range, low-power wireless monitoring system for 8 vibrating piezometers, which are able to work in extremely low temperatures. All data is gathered by wireless nodes next to the boreholes, and sent to the gateway, at the communication tower. Thanks to this system, measurements of pore water pressure are now available in the server only 15 minutes after the collection, while before it needed 3 months. The selected wireless monitoring system is working under the best com-munication conditions, showing a performance of radio communications around 100%.

200 - A research project on the use of waste rock inclusions to improve the performance of tailings impoundments Michael James, Michel Aubertin, & Bruno Bussière Research Institute on Mines and Environment UQAT-Polytechnique, Montréal, QC, Canada Carl Pednault Canadian Malartic Mine, Malartic, QC, Canada Nicolas Pépin & Marielle Limoges Golder Associés Ltée, Montréal, QC, Canada

A crucial challenge of mining industry is to minimize the environmental impact of tail-ings. The co-disposition of tailings and waste rock was proposed, with the waste rock forming rigid and permeable inclusions within the tailings mass, to improve the overall performance of the impoundment. The RIME UQAT-Polytechnique, Canadian Malartic Mine, Golder Associés and other industrial partners are conducting a comprehensive, re-


search project to quantify the effects of inclusions in tailings impoundments and to develop guidelines for their general use. The project is focused on the tailings impoundment of the Canadian Malartic Mine, which contains waste rock inclusions. The research project includes field monitoring and instrumentation, in situ testing, conventional and specialized laboratory testing, physical modelling and numerical simulations. This paper presents an overview of the research project and some preliminary findings.

TRANSPORTATION GEOTECHNICS IV - RAILWAYS & PIPELINESWednesday October 4, 2017 | 13:45 - 15:15 | Room 203

248 - Stabilization of High Railway Embankments Dundas, Ontario Colin AlstonAlston Geotechnical Consultants Inc., formerly Alston Associates Inc., Markham, ON, CanadaMario RuelCN Rail, Montréal, QC, CanadaDavid HowettCN Rail, Vaughan, ON, Canada

Numerous areas of railway track which are prone to settlement have been identified in the eastern section of the CN Dundas sub. This paper describes corrective measures that were successfully applied to two of those sections, namely, Miles 2.4 and 2.8. At both sites, double tracks sit on an embankment which is about 16 m high and where the average slope angle of the embankment is about 35° to the horizontal. Ongoing maintenance consisting of lifting and realigning the south railway track to compensate for settlement which had been experienced at both sites, over a period of several years. Embankment stabilization measures had to meet the constraint that the footprint of all constructed appurtenances should lie within the CN right-of-way, and should be constructible without interruption of railway traffic. Previous stabilizations in the vicinity of the noted sites had been effected by installation of several rows of soil nails. However, for the noted sites, preliminary de-sign showed that less costly stabilization could be provided by installation of a steep sided gravity berm. These studies also indicated that temporary excavations could be made in the existing embankment side slopes to accommodate the required design length of geosyn-thetic reinforcement which would be necessary to construct the steep outside slope to the gravity berm. Following granting of approval of the design concept, the preliminary design proceeded to a final stage and construction followed. The constructed gravity berms have been successful in arresting the prior track settlement.

607 - Effect of fouling and degradation on permeability of railway ballastMassoud Palassi & Mehdi KoohmishiSchool of Civil Engineering, College of Engineering – University of Tehran, Tehran, Iran


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Ballast layer is one of the most important layers of the ballasted railway tracks used to increase the stability of track, to distribute the stresses transmitted by the sleepers and to facilitate drainage of rainwater. Degradation of ballast aggregate is a major source of ballast fouling that leads to reduction in permeability of ballast layer. In the present study, perme-ability of fouled ballast samples is investigated by considering fine particles produced from ballast degradation and sand as fouling materials. For this purpose, a series of large scale constant-head permeability tests are conducted on fouled ballast samples by using differ-ent ratios of fouling materials and varying hydraulic gradient to establish the relationship between velocity of flow through granular media and hydraulic gradient. Obtained results show that there is a nonlinear relationship between flow rate and hydraulic gradient for contaminated ballast samples (with both fine particles produced from ballast degradation and sand). Furthermore, by considering the same fouling ratio, there is no significant dif-ference between the nonlinear flow conditions through ballast samples fouled by crushed ballast with flow conditions through samples contaminated by sand.

176 - Relating train-induced dynamic loading and slope stability with FEM M. Ludmer & A.M. Zsaki Department of Building, Civil and Environmental Engineering – Concordia University, Montréal, QC, Canada

The North American railroad network is the backbone of our heavy haul transportation system. In order to better utilize its capacity, a trend of an increase in the tonnage hauled is developing. Most of the railroad infrastructure was built in the 20th century, when loads carried by rails were considerably less. The increase in load can affect the stability of an un-derlying infrastructure, such as embankments and slopes. Usually, these slopes were analyzed and designed using limit equilibrium methods and static loads representing passing trains, not characterizing an accurate situation. The nature of loading is dynamic, resulting in an accumulation of strains and incremental yielding of the slope material. This paper presents a finite element-based slope stability model, coupled with dynamic loading to examine the minimum shoulder width as a function of train speed. It was found that if the train speed is reduced, the slope can withstand the dynamic loading that otherwise could lead to failure.

817 - Finite Element Analysis of Upheaval Buckling of Submarine Pipelines with Initial Imperfection Riyadul Arman, Kshama Roy, Bipul Hawlader, & Ashutosh Dhar Memorial University of Newfoundland, St. John’s, NL, Canada

Offshore pipelines are considered to be one of the most effective and efficient systems for transporting hydrocarbons. Pipelines are often buried and generally travel long distances through a variety of soil conditions. During operation, the rise in temperature and inter-nal pressure result in longitudinal expansion of the pipeline, which might cause upheaval buckling and failure in some cases. Finite element analysis of upheaval buckling of sub-marine pipelines is presented in this paper. Both surface laid and buried pipes are consid-


ered in the present study. An initial imperfection, which could have occurred during the manufacturing or installation process, is considered in the numerical modelling of pipes. Soil is modelled using a set of nonlinear springs. The FE model is validated with the analytical solution available in the literature. A parametric study is performed for various burial depths and soil stiffness. The role of post-peak degradation of uplift soil resistance on upheaval buckling of pipe is highlighted.

651 - Pipeline Behavior Subjected to Large Ground Movement Abu Hena Muntakim & Ashutosh Sutra Dhar Department of Civil Engineering, Memorial University of Newfoundland, St. John’s, NL, Canada

Buried pipelines are used as the most economic means of transporting oil and gas prod-ucts. The pipelines traverse over various ground conditions including active landslide areas. Maintaining the structural integrity of the pipelines traversing the unstable ground has been a challenge for the pipeline industry. Over the last few decades, many experimen-tal and analytical studies were carried out to develop simplified methods of analysis for pipelines subjected to longitudinal or transverse soil movements. Based on the studies, load-displacement relations were developed, which are used as the basis of calculating spring constants to represent soil-pipe interaction for the analysis of pipelines. The current industry practice of pipeline analysis is to idealize the pipeline as a series of beams and model the soil-pipe interaction using Winkler spring located at each node of the beams. Three discrete springs are used to represent soil stiffness in lateral, axial and vertical di-rections. However, research has revealed that the Winkler model based approach is unable to calculate the pipe wall strains correctly. An improved method of analysis is required for the assessment of the wall strains of pipelines subjected ground movements. This research employs continuum modeling approach to study the soil–pipe interaction for the pipelines using finite element modelling. A parametric study is conducted to investigate the effect of soil and pipe parameters on the soil–pipe interaction and to develop an improved set of spring constants for simplified analysis of pipelines.

697 - Characterization of muskeg soil for pipeline integrity modellingStephen Renner & Sumi SiddiquaSchool of Engineering – UBC Okanagan, Kelowna, BC, Canada

Muskeg is a landform encountered throughout Canada that consists of organic soils and peats. The soils vary considerably from location to location and are problematic due to their high compressibility, void ratio, and moisture content, low bulk density and undrained shear strength, and their creep behaviour. Many of Canada’s pipelines traverse muskeg during transportation of oil and gas. Soil-pipe interaction models for this soil type are currently lacking. The organic soils must be characterized and meaningful pa-rameters obtained to develop soil-pipe interaction models. The soil studied during this project is characterized as amorphous granular, has high liquid and plastic limits, and


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low plasticity index. The natural moisture content of the organic soil is approximately 200%. The soil contains 26% organic content and a large proportion of mineral con-tamination that is dominated by silt size particles. The organic soil also exhibits volume changes of up to 42% when dried.

SEISMISCITY AND SENSITIVE CLAY Wednesday October 4, 2017 | 13:45 - 15:15 | Room 208

690 - The possible role of topographic and basin-edge effects in triggering the Mulgrave & Derry landslide during the 2010 Val-des-Bois earthquake, Québec (Canada) Didier Perret Natural Resources Canada, Québec, QC, Canada André Pugin Natural Resources Canada, Ottawa, ON, Canada Rémi Mompin & Denis Demers Ministère des Transports, de la Mobilité Durable et de l ’Électrification des Transports, Québec, QC, Canada

In June 2010, an earthquake of moment magnitude M5.0 occurred in the Western Quebec seismic zone at about 60 km north-east of Ottawa, Canada. This moderate earthquake triggered a landslide in moderately sensitive clay deposits 18 km from the epicenter. Slope stability analyses conducted for static and drained conditions, as well as for undrained conditions, indicate an important pre-earthquake reserve of stability, which implies that some aggravating factors played a major role in triggering the landslide. In this paper, we investigate the possible role of topographic and basin-edge effects in triggering this landslide by modeling the two-dimensional seismic response of the slope and of the small sedimentary basin underlying the area. Basin-edge effects in particular, combined with a very high impedance contrast between the bedrock and the overlying soils, may have likely contributed to increase the amplitude and duration of the ground motion in a frequency range critical for slope stability.

434 - Evaluation of Different Methods for Identification of Preconsolidation Pressure for Champlain Sea Clay Using CRS Tests Andries Kirstein & Jinyuan Liu Department of Civil Engineering – Ryerson University, Toronto, ON, Canada Tareq Salloum Ontario Power Generation, Niagara-on-the-Lake, ON, Canada

The performances of ten graphical identification methods to estimate preconsolidation pressure are evaluated. The evaluation is based on constant rate of strain (CRS) consolida-tion tests conducted on undisturbed Champlain Sea clay samples obtained using a Laval


sampler. The methods are first evaluated for accuracy based on known maximum past pressure in unloading/reloading test cycles. They are then applied to the initial loading stages for comparison. To facilitate the interpretation of the preconsolidation pressure and reduce its subjectivity, analytical solutions based on distinctive points on the CRS curve are developed for the ten graphical identification methods. Finally, a series of correction equations are proposed based on the results of applying the different graphical methods to the reloading stages. The bilogarithmic methods are found to be the most accurate, and different bilogarithmic methods give identical results. Other bilinear methods and the Pacheco Silva method also give highly accurate results.

566 - The role of lateral stress coefficient (K0) on Shear wave velocity correlations for Canadian Clays Dania Elbeggo, Yannic Ethier, & Jean-Sébastien DubéDepartment of Construction Engineering, Laboratory for Geotechnical and Geoenvironmental Engineering (LG2), École de Technologie Supérieure (ÉTS), Montréal, QC, CanadaMourad KarrayDepartment of Civil Engineering, University of Sherbrooke, Sherbrooke, QC, Canada

Shear wave velocity, Vs is a key parameter allowing characterization of a soil in the elastic range (γ < 10-3 %). Several empirical correlations exist to estimate Vs. They are based namely on the mean effective stress, which requires to obtain the lateral stress coefficient at rest, K0. This paper presents the range of Vs calculated from various values of K0 and for different forms of Vs correlations applied to St-Alban clay, QC. This range of Vs raises questions on the effect of the exponent n affecting the mean effective stress present in most correlations. The results allow to evaluate the relative effect on Vs of K0 and the void ratio function. Vs obtained from correlations is also discussed based on accurate laboratory measurements using piezoelectric ring actuator technique, P-RAT.

774 - Assessment of the effect of loading frequency on cyclic behaviour of sensitive clay Mustapha Abdellaziz, Mourad Karray, & Mahmoud N. Hussien Département de génie civil – Université de Sherbrooke, Sherbrooke, QC, Canada Mohamed ChekiredHydro-Québec, Montréal, QC, Canada

Although the loading frequency may have an effect on the cyclic behaviour of clayey soil, current dynamic models generally neglect this effect especially in determining the pore pressure generation. This paper presents the results of a series of cyclic undrained test carried out to study the influence of the frequency on the cyclic behaviour of sensitive clay from Eastern Canada. A geotechnical characterization programs has been carried out in the field first and then in the laboratory on undisturbed clay samples. The cyclic tests were performed in specialized apparatuses, namely the TxSS and the conventional triaxial apparatuses. The TxSS tests were performed on structured and destructured clays in order


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to simulate various stress conditions. The experimental results show the significant effect of the loading frequency on the undrained strength of the sensitive clay and on the pore water pressure generation during and after the tests.

348 - Comparative review of consolidation test results obtained on Champlain Sea clay samples using the ASTM Consolidation Test Methods A and BR. Saadeldin & R. HachéStantec Consulting Ltd., Ottawa, ON, Canada

Consolidation testing of Champlain Sea clays is challenging due to their brittle consolida-tion curves where the pre-consolidation pressure is frequently referred to as the yield point of the clay. A consolidation testing program was implemented to compare the estimated compressibility characteristics of Champlain Sea clays when using the ASTM One-Di-mensional Consolidation Test Method A and Method B. Method A is performed with constant load increment period of 24 hours. For Method B, successive load increments are applied after 100 % primary consolidation is achieved. The time required to perform Method A is normally in the range of two to three weeks. Method B, when using automat-ed consolidation cells, can be performed over a three-day period. Duplicate consolidation tests were carried out on samples obtained from similar elevations for seven sites located in eastern Ontario and western Quebec. A comparison of the results using the two test methods and their individual characteristics were presented. The compression index, Cc, the recompression index, Cr, and the magnitude of the preconsolidation pressure, σc’, were determined and compared for the duplicate tests. It was concluded that the more rapid Method B can effectively be used as a substitute for the more traditional Method A. Based on the test results, new correlations for the estimation of Cc and Cr were developed for Champlain Sea clays.

349 - Large scale test embankments on a Champlain Sea clay deposit in Beauharnois, QuebecA. El-Dana & F. GilbertStantec Experts-conseils Ltée, Montréal, QC, CanadaR. Saadeldin & R. HachéStantec Consulting Ltd., Ottawa, ON, Canada

A large scale commercial development with a raised loading dock-style floor is proposed within an undeveloped area in Beauharnois, Quebec. The area is located between the Beauharnois Canal and Rivière Saint-Louis, approximately 500 m from Lac Saint-Louis, just west of Montreal, Québec. The site is underlain by a 25 m deep, highly compress-ible Champlain Sea clay deposit. Based on the results of an extensive geotechnical site characterization study carried out, portions of this deposit were considered to be close to normally consolidated which required the use of structurally supported slabs and that adequate expanded polystyrene (EPS) blocks be used as the formwork for the placement of the raised structural slabs. Two large-scale test embankments were constructed to deter-


mine if a more optimistic design approach could be carried out to possibly eliminate the requirements for structural slabs or to reduce the volume of the EPS blocks. The design objectives and acceptance criteria for the test embankments were first developed, followed by an instrumentation program which incorporated the use of multi-stage vibrating wire piezometers and settlement gauges, both equipped with data-loggers to collect pore-water pressures and ground settlements hourly. The monitoring equipment was installed at the site prior to the construction of the test embankments. This paper provides the details related to the test embankment design and the monitoring data collected.

GEOENVIRONMENTAL II Wednesday October 4, 2017 | 13:45 - 15:15 | Room 206

389 - Influence of carbonation on the release of arsenic and lead from cementitious matrices Sarra El Bedoui, François Duhaime, & Jean-Sébastien Dubé École de technologie supérieure, Montréal, QC, Canada Département de génie de la construction – Laboratoire de géotechnique et de génie géoenvironnemental

The main objective of this study is to determine the impact of carbonation, the reaction of atmospheric CO2 with the cementitious matrix, on the leaching of arsenic and lead from stabilized and solidified (S/S) matrices. Batch leaching tests, based on thermody-namic equilibrium, were used to evaluate the solubility of these inorganic contaminants as a function of pH and at the initial pH of the non-carbonated and carbonated matrices. Phenolphthalein was used to follow pH with time during the accelerated carbonation. The results show that carbonation causes the decrease of pH of the S/S materials. Acidification of cementitious matrices led to the release of arsenic immobilized by the S/S treatment over the entire pH range. This is most likely caused by the dissolution of cement hydrates, which play an important role in the retention of inorganic contaminants. On the contrary, lead was retained in the S/S soil to a higher degree after carbonation.

670 - Historical Sampling of Dioxin and Furan Contaminated Sediment from Pulp and Paper Effluent Masoumeh Alimohammadi1, Emma Hoffman2, James A. Lyons1, Tony R. Walker2, & Craig B. Lake1 1Department of Civil & Resource Engineering, Dalhousie University, Halifax, NS, Canada 2School for Resource and Environmental Studies, Dalhousie University, Halifax, NS, Canada

Since the 1960s, pulp and paper effluent has been deposited in the Boat Harbour, resulting in a large quantity of accumulated unconsolidated waste sediments (>170,000 m3). In this paper, a review of relevant studies was performed for dioxins and furans TEQs (Toxic Equivalents) concentrations, which were compared to current Canadian sediment quality guidelines. Findings showed that dioxin and furan concentrations exceeded interim sedi-


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ments quality guidelines in all of 7 years of sampling and in 6 of these years, TEQs were above probable effect levels. Box and scatter plots were used respectively, to show temporal and vertical distributions of 2,3,7,8-tetrachlorodibezodioxin (TCDD) as the most toxic congener of dioxins and furans. Temporal distribution (1992-2015) showed concentrations of TCDD were similar between years of 2003 and 2013 and all were above the guidelines.

753 - Elevated Background Metals Concentrations in Champlain Sea Clay - Ottawa RegionSean Sterling & Kenneth RavenGeofirma Engineering Ltd, Ottawa, ON, CanadaBrent Loney & Asia ReidDillon Consulting Limited.,Ottawa, ON, Canada Brad CarewCity of Ottawa, Ottawa, ON, Canada

Native clay soils associated with post-glacial Champlain Sea marine deposits contain con-centrations of select trace metals at concentrations in excess of the Ministry of the Envi-ronment & Climate Change (MOECC) background soil standards. These standards have been historically used as the basis for defining which soils are designated as clean fill. As such, additional effort and expense are required in dealing with these soils during land development and civil infrastructure projects and at properties undergoing Environmental Site Assessments. This study presents a compilation of data from existing technical studies conducted in the Ottawa region to support the definition of local background concentra-tions (for Eastern Ontario) thereby providing a supporting technical rationale for allowing movement of these clay soils between sites in eastern Ontario that have similar properties. This study is intended to provide a mechanism to deal with this issue on a regional basis and reduce the burden on an individual site or project basis.

800 - Table 1 in Perspective: Naturally Occurring Metals in Fine-Grained Champlain Sea Deposits, Ottawa Mitchell Dawley, Rebecca Hardie, & Anthony West Morrison Hershfield, Ottawa, ON, Canada

Repeated cycles of glaciation have significantly influenced the physiography of Eastern On-tario. Deglaciation of the last ice age resulted in the formation of the Champlain Sea, an in-land arm of the Atlantic Ocean (10,000-12,000 years BP). The sea basin became a glaciom-arine depocenter and accounts for the silt, clayey silt, silty clay and clay (a.k.a ‘Leda Clay’) in the St.Lawrence Lowlands-Ottawa Valley region. The Champlain Sea deposits have notable implications for soil and sediment environmental standards in the region. As part of the Stage 2 Ottawa Light Rail Transit subsurface investigation, drilling occurred within these deposits, and barium, chromium, cobalt and hexavalent chromium were routinely detect-ed in soil at concentrations above MOECC Table 1, while vanadium was detected above MOECC Table 3. It is hoped that this paper presents evidence that will be useful to support appropriate excess soil management decisions for future construction projects.


424 - Bulk Excavation of Saturated Soils in an Urban Context – Application of a Cement-Bentonite (CB) SlurrySupported “Piano Key” Approach Nathan Coughenour, Tony Moran, & Pete Craig Canada Geo-Solutions, Victoria, BC, Canada Blake Thompson Kleinfelder Canada, Edmonton, AB, Canada

In late 2016, contaminated soil at a former gas station site in Calgary, Alberta, was removed using a cement-bentonite (CB) slurry for excavation support, eliminating the need for de-watering, traditional shoring, and for personnel to operate within an excavation. The CB slurry, consisting of water, ground granulated Blast Furnace Slag Cement (BFSC), Portland Cement (PC), and bentonite, acted as hydraulic excavation support and later hardened to form a consistent, low-strength, low-hydraulic-conductivity backfill suitable for future site re-development. One to six bucket width panels were overlapped to create slurry-supported excavation cells (“piano keys”). In all, 10,232 m3 of contaminated soils were excavated from up to 12 m below the work platform. Cured CB slurry met or exceeded project requirements of 276 kPa unconfined compressive strength (UCS) and less than 1x10-7 cm/s hydraulic conductivity, typically within 28 days of cure, and continued to improve up to as long as 84 days of cure. Compared with conventional excavation support and dewatering methods, the approach demonstrated significant cost, safety, and schedule benefits.

803 - The Use of On-Line Document Sharing Tools for Management of Impacted Materials on a Highly Complex Construction Project Curtis Edgington, Cindy Zhao, & Anthony WestMorrison Hershfield, Markham and Ottawa, ON, Canada

To date, the Environmental Practice has predominantly played a minor supporting role in multi-disciplinary construction projects. As the Ontario legislation governing excess soil management evolves it is becoming clear that environmental expertise needs to become closely integrated into the design and construction phases of large projects. As part of a regional transit initiative, the environmental discipline is being fully integrated into the design-build construction process. In cooperation between the Constructor, Owner and their consultants, procedures were developed to efficiently manage known contamination and new discoveries in order to mitigate schedule delays and cost overruns, while meeting environmental objectives. Implementation of the online collaboration application, Share-Point, has been crucial for this purpose.


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COLD REGIONS HYDROGEOLOGY II / PUBLIC CONSULTATIONWednesday October 4, 2017 | 13:45 - 15:15 | Room 205Chair: Peter Morse

595 - Deep groundwater circulation in regions of thick permafrost Stephen GrasbyGeological Survey of Canada, Calgary, AB, Canada

Thick permafrost in high arctic regions is thought to isolate deep groundwater systems from the surface environment. Recent discoveries show, however, that in mountain belts of northern Ellesmere Island active deep circulating groundwater systems occur. In the polar desert environment of the Canadian High Arctic (average precipitation 75.5 mm/year; average annual air temperature -19.7 °C) high discharge spring (up to ~520 L/s) occur. Annual temperatures are also anomalously high temperatures (~9 °C), despite occurring in a region of low geothermal gradient and thick (> 400 m) permafrost. Similar springs are found discharging perennially through glacier ice, showing that regions of thick permafrost and ice cover remain hydrogeologically active. Fracture zones appear to provide the high permeability conduits to bring waters to surface, however recharge mechanisms remain uncertain. Results suggest relatively young waters though, requiring connection between the surface and deep groundwater system. These results point to greater work needed to understand highly dynamics groundwater systems in regions of thick permafrost.

244 - Detecting the presence of localized ground water inputs into High Arctic lakes Madison L. Harasyn, & Scott F. Lamoureux Dept. of Geography and Planning, Queen’s University, Kingston, ON, Canada Alexandre Normandeau Natural Resources Canada, Geological Survey of Canada Atlantic, Dartmouth, NS, Canada

This research investigated the presence of ground water seepage within two High Arctic lakes situated in continuous permafrost at Cape Bounty, Melville Island, Nunavut. Small isolated depressions (21) were identified at the bottom of each lake using 2-meter reso-lution swath bathymetric data in East and West Lake (unofficial names). It was hypoth-esized that these depressions could be the sites of ground water seepage into the lakes, which was tested through the collection of CTD water column casts and bottom water sampling in 2016. Water chemistry and water column data were used as indicators of ground water seepage, and were expected to have properties similar to the source of the groundwater, generating a change in water chemistry at seepage sites. Water chemistry shows site-specific changes at the bottom of both lakes. Ionic ratios for the northern, deep-er sites in both lakes differ from ratios of the rest of the sample sites, as well as the ambient water column of each lake. These locations are on strike and in the vicinity of the boundary


between two major geologic units. Water column properties (temperature, SpC and DO) showed no measurable change within East Lake, while a localized change within the lower 9 m of the West Lake had increased electrical conductivity and temperature, as well as a corresponding decrease in dissolved oxygen. Despite measured differences in water column properties between the lakes, bottom water ionic composition is more similar to marine water than to catchment surface runoff or the respective lake water columns. These results suggest that highly localized ground water seepage is likely occurring in these High Arctic lakes. Potential pathways for ground water flow beneath these lakes have been identified based on knowledge of water source characteristics and permafrost dynamics and likely represent either subpermafrost water or brines rejected during permafrost growth or suffi-ciently saline to be mobile as intrapermafrost groundwater.

776 - Historical ground temperatures from the Canadian Arctic V.P.C. Fournier, G. Siemens, R.A. Beddoe, & B.F. LimRoyal Military College of Canada, Kingston, ON, Canada K. P. Weber, S. Reed, & D. Loock Environmental Sciences Group, Kingston, ON, Canada

The Distant Early Warning Line (DEW Line) was constructed in 1957 to provide advanced warning of intrusions in the airspace between Alaska and Greenland. Eventually in the 1980s, the DEW Line was replaced by the North Warning System (NWS). To date, many of the sites from the former DEW Line have been decommissioned. Since the late 1990s and following, sites were instrumented to measure the spatial and temporal distribution of ground temperatures. As a result, over 20 years of ground temperature data was collected at sites which cover the longitudinal width of the Canadian Arctic. This presents a unique op-portunity to analyze the ground temperature interaction with the arctic environment. A lon-gitudinal study on ground temperature with depth over time at DEW Line sites is currently underway. This paper presents the historical ground temperatures and climate data for site BAR-1 (Komakuk Beach), which is located on the Arctic Ocean coast of Yukon Territory. The influence of air temperature on the ground temperature profile is discussed.

361 - Public Consultations for the City of Selkirk Water SupplyJeffrey J. BellFriesen Drillers Limited, Steinbach, MB, CanadaDonovan ToewsLandmark Planning and Design Inc., Winnipeg, MB, Canada

The City of Selkirk water supply had been in a challenging situation for over 50 years. When the City converted the original groundwater supply to a surface water source, public opposition and resistance forced a return to their existing groundwater supply. The draw-down cone around the existing wells had developed to the point where only a few meters of available drawdown remained. A major change was required. The Manitoba Government, through extensive test drilling, located a new proposed well-field location approximately 8 km from the City in a neighboring rural municipality. The


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City had attempted several times to develop the water supply at the new proposed location, only to find intense public opposition and misguided claims of ownership over the aquifer. As a result, the project was suspended on each occasion, despite the increasingly critical need within the City of Selkirk.

An innovative approach to consultations was employed. Instead of simply hosting the tra-ditional open house, a strategic approach to engaging stakeholders was prepared. Stake-holders were identified on the basis of potential impact: stakeholders that were most like-ly to perceive a possible direct impact by the project were addressed individually and in advance of other stakeholders. Small group sessions and individual meetings were held to create a complete understanding of the project and any related concerns. Other stake-holders were subsequently addressed through other specific consultation mechanisms. The consultation process included meetings before, during and after field work/study, in an in-tegrated manner, rather than as a component of the process. Fieldwork was not undertaken until the complete context was delivered to the stakeholders and all concerns addressed to the extent available at each stage of the project. As a result of this innovative approach, all previous opposition was removed from the licensing process, leading to a highly successful, implementable project.

488 - Contrasting public participation in two recent groundwater governance initiatives: insights into public opinions about groundwaterSimon GautreyAmec Foster Wheeler, Burlington, ON, Canada

Public participation in two recent groundwater governance initiatives varied from less than 200 comments on an initiative to ease permitting requirements for construction water tak-ing to more than 20,000 comments on a moratorium on new water takings for bottled wa-ter. This study reviewed submitted comments to assess public opinions about groundwater. The study concludes the high number of comments for the bottled water initiative can be attributed to a mixture of timing, and campaigning by a non-profit organization. Popular concerns cited in support of the moratorium were the sale of water for profit, ownership of groundwater, drought, and plastic waste. The first three of these concerns were topical in 2016 due to the purchase of a supply well by Nestlé also being considered for a municipal water supply, and drought conditions. Both events provided a focus for media interest and an impetus for public comments.


RADIOACTIVE WASTE Wednesday October 4, 2017 | 13:45 - 15:15 | Room 207Chairs: Sean Sterling & Rene Lefebrve

322 - Transport modelling of corrosive agents through a variably saturated bentonite buffer Scott BriggsDepartment of Civil Engineering – York University, Toronto, ON, Canada Kenneth BirchNuclear Waste Management Organization, Toronto, ON, Canada Magdalena Krol Department of Civil Engineering – York University, Toronto, ON, Canada

Canada’s Nuclear Waste Management Organization is actively developing the use of a deep geological repository (DGR) for the long-term storage of used nuclear fuel. It is expected that a DGR will be located roughly 500 m below ground surface in crystalline or sedimentary rock. The DGR is designed with multiple engineered barriers including a steel container for the storage of used nuclear fuel, a copper coating for corrosion protec-tion and a bentonite buffer to minimize groundwater transport in and out of the repository. Once placed in the repository, the saturation of the bentonite buffer will change due to the groundwater conditions in the repository and the heat coming from the used fuel. Over time, however, it is expected that the buffer will be fully saturated, operating as a transport barrier for corrosion agents moving towards the used fuel container. For example, sulphide, which can corrode copper and may be present in the surrounding pore water, could be transported into the placement room. The transport of sulphide under saturated condi-tions is well understood, however uncertainty remains regarding the transport of sulphide under the varying hydrogeologic conditions. In this study, Richards’ equation was used to model the bentonite buffer saturation within the placement room assuming isothermal conditions and the results are compared with previous work that assumed a water saturated repository. Initial water saturation of the used fuel container occurred at 3,500 years while complete saturation of the placement room took 50,000 years.

352 - Update on the Geoscientific Site Evaluation Process for Siting Canada’s Deep Geological Repository for Used Nuclear Fuel Sarah Hirschorn, John Van Heerden, & Mahrez Ben Belfadhel Nuclear Waste Management Organization, Toronto, ON, Canada

The Nuclear Waste Management Organization (NWMO) is responsible for implement-ing Adaptive Phased Management (APM) for the long-term management of used nuclear fuel generated by Canadian nuclear reactors, with the ultimate objective of the centralized containment and isolation of Canada’s used nuclear fuel in a Deep Geological Repository. In 2010, the NWMO initiated a nine-step site selection process to seek an informed and will-ing community to host Canada’s deep geological repository. The geoscience site evaluation pro-


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cess includes three main technical evaluation steps to assess the suitability of candidate areas in a stepwise manner. By the end of 2012, twenty-two communities had expressed interest in learning more about the project. As of May 2017, nine communities remain in the site selection process. This paper describes the approach, methods and criteria being used to assess the geo-scientific suitability of communities currently involved in the site selection process.

674 - Groundwater Transport of Radionuclides in a Crystalline Geosphere John AvisGeofirma Engineering, Ottawa, ON, CanadaErik KremerNuclear Waste Management Organization, Toronto, ON, Canada

The Nuclear Waste Management Organization (NWMO) is responsible for the imple-mentation of Adaptive Phased Management, the federally-approved plan for the safe long-term management of Canada’s used nuclear fuel. Under this plan, used nuclear fuel will ultimately be placed within a deep geological repository in a suitable host rock formation.The NWMO recently completed a study illustrating the postclosure safety of a hypothet-ical used fuel repository in a crystalline host formation. The Base Case scenario assumes that undetected defects in used fuel containers eventually lead to container failure and release of radionuclides to the geosphere. Detailed groundwater flow and transport mod-elling was used to support the safety assessment by calculating transport of radionuclides from the repository to the biosphere.The relative importance of different transport processes is important in terms of defining site characterization requirements for actual repository sites. Sensitivity cases addressing geosphere transport parameters provided initial insight into dominant transport processes. Probabilistic simulations were used to further investigate relative importance of various transport processes and the sensitivity to parameters describing the processes.

807 - Characterizing Geosphere Stability and Resilience with Groundwater System Modelling Stefano D. Normani & Jonathan F. Sykes Department of Civil and Environmental Engineering – University of Waterloo, Waterloo, ON, Canada Mark R. Jensen & Eric A. Sykes Nuclear Waste Management Organization, Toronto, ON, Canada

Integrated groundwater system models are used to illustrate the impact of geosphere processes and parameters on the long-term stability of groundwater systems at potential repository depths, including the impact of future glacial advances and retreats, and perma-frost. The behaviour and stability of a hypothetical crystalline rock geosphere is illustrated through the use of respective reference cases contrasted with comparative sensitivity cases. The fractured crystalline rock domain covers an area of approximately 150 km2, and its boundaries were selected to correspond with surface water divides. A discrete fracture zone


network model, generated using MoFrac and delineated from surface features, was su-perimposed onto a three-dimensional mesh. Orthogonal fracture faces (between adjacent finite element grid blocks) were used to best represent the irregular discrete fracture zone network. The numerical groundwater modelling was performed using the discrete fracture computational model HydroGeoSphere. In the sensitivity cases, key geosphere parameters are varied to illustrate the role they play in influencing groundwater system stability at depth. Paleohydrogeological simulations that include the impact of hydro-mechanical coupling are used to illustrate the long-term evolution and stability of the geosphere to external perturbations. In particular, the sim-ulations explore transient hydraulic gradients, groundwater velocities, and the depth of penetration by glacial recharge, these being relevant to illustrating long-term repository safety. Through the use of performance measures such as Mean Life Expectancy (MLE), deep groundwater systems can be shown to remain stable and resilient to change. The dis-tribution and duration of permafrost at the repository location plays a role in governing the depth to which meltwater penetrates. However, the glacial perturbations did not materially change mass transport rates at repository depth within areas of the rock mass not impacted by fractures, exhibiting low rates of mass transport.

FIELD CASES III Wednesday October 4, 2017 | 15:30 - 17:00 | Room 204

470 - Modélisation numérique du comportement d’une excavation profonde dans de l’argile surconsolidée: L’impact du modèle de sol Yousef Hejazi WSP Canada, Montréal, QC, Canada

La modélisation des parois de soutènement sous charges d’exploitation se base souvent sur l’élasticité linéaire. Ceci, généralement conduit à une estimation imprécise notamment des tassements en surface. Dans cet article, on s’intéresse à la modélisation numérique d’un écran de soutènement instrumenté à Taipei (Taiwan). En plus de l’élasticité linéaire, deux modèles plus complexes ont été adoptés : le modèle Hardening Soil (HS) et le modèle Hardening Small Strain (HSS). Ces modèles permettent de représenter avec précision le comportement des argiles surconsolidées de Taipei. Le travail présenté dans le cadre de cette communication montre que la prédiction à l’aide d’une analyse de type non linéaire, conduit à une simulation très satisfaisante de la déformée de la paroi de soutènement ainsi que des tassements du sol en surface


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270 - Study of creep effects in single piles using a five-parameter linear viscoelastic soil model Anumita Mishra & Nihar Ranjan Patra Department of Civil Engineering- Indian Institute of Technology Kanpur, Kanpur, Uttar Pradesh, India

The present study utilizes a five-parameter model (a Hookean spring element in parallel with two Maxwell elements in series) to study the creep effects in single piles. Using a five-param-eter soil model would give the advantage of accurately fitting the material parameters that would best characterize the actual soil behavior. Laplace transforms are utilized to simplify the viscoelastic problem into an equivalent elastic problem. The results obtained from the proposed approach are compared with the available experimental results and are found to be within an error of ±10%. The effects of slenderness ratio, pile elastic modulus and effect of enlarged base on the time-dependent settlement of piles have been studied. This model also discusses the distribution of stresses around the periphery of pile and the rearrangement of stresses on real-time basis as the creep settlement in the soil progresses.

683 - Dynamic response of Tapered piles under axial vibrations Sonal Singh & Nihar Ranjan Patra Department of Civil Engineering – Indian Institute of Technology Kanpur, Kanpur, Uttar Pradesh, India

In this study, the dynamic response of a conventional concrete tapered pile subjected to simple harmonic axial vibrations is investigated. For a constant volume of the pile, the tapered pile is modeled in two series: Series one with constant pile tip diameter and se-ries two with constant length. The finite element method based software PLAXIS-3D is used to obtain the response curves of the soil-pile system. A comparison is made with the available analytical solution of the tapered pile under vertical vibration. Using the derived response curves the stiffness and the damping ratio of the soil-pile system are calculated. It is observed that the resonant frequency and the stiffness of the soil-pile system increase with the taper angle for the piles of the first series. Whereas, for the second series the res-onant frequency and the stiffness decrease with the taper angle.

790 - Effect of pile head fixity on lateral capacity of pile located at the crest of clay slope Vinay Kumar Chandaluri & V.A. Sawant Department of Civil Engineering – IIT Roorkee, Roorkee, Uttarakhand, India

The lateral load-displacement behavior of a pile is a function of material properties of both pile and soil. It is also dependent on the degree of pile head restraint provided. In many practical situations, structures subject to lateral loading are located near excavated slopes or embankments. The presence of a slope on deep foundations loaded in a downslope direction can decrease the overall lateral capacity of the system. In this paper, the effect of soil slope, undrained cohesion and pile head restraint on the lateral load carrying capacity


of pile located at the crest of clay slope is studied. Four different slope inclinations (0°, 10°, 20°, 30° with horizontal) and six undrained cohesive strength of clay (50, 60, 70, 80, 90, 100 kPa) are considered in the present study. Pile diameter and length are taken as 1 m and 25 m respectively. The coupled soil-pile system is idealized through three dimensional finite elements using Plaxis 3D. Clay is modelled as linearly elastic perfectly plastic Tresca material whereas pile is modelled as a linear elastic material. Formation of gap on the extension side of pilesoil interface is also considered. Lateral load capacity of pile for a cor-responding prescribed displacement of 5 mm is measured. Pile head restraint is provided by providing a pile cap of thickness 0.5 m. An equation to determine the value of lateral pile capacity in terms of undrained cohesion has been formulated from the results obtained from Plaxis 3D. There is a linear increase in lateral load capacity with increase in undrained shear strength. When compared to horizontal ground, lateral pile capacity reduced around 5%, 10% and15% for slope angles of 10°, 20° and 30° respectively for free head condition. There is increase in pile capacity due to presence of pile cap.

182 - Seismic Performance of Piled Raft Foundation at Al-Madinah City Center- Case Study Ahmed Taha1, M Hesham El Naggar2, & Shehata E. Abdel Raheem1 1Department of Civil and Environmental Engineering, Taibah University, AlMadinah Almunwarah, Saudi Arabia 2Department of Civil and Environmental Engineering – The University of Western Ontario, London, ON, Canada

Al-Madinah City is the second holiest city in the Muslim world. Millions of visitors densely populate the city center around the Grand AlHaram Mosque most of the year. The recent seismic activity experienced near Al-Madinah city in 2009 triggered research-ers and engineers to examine and improve building safety and structural seismic resistance. Owing to the seismic activities of the region and the geological nature of Al-Madinah, which comprises volcanic basaltic rocks surrounding clay rich agriculture land, piled-raft foundation was the design choice for many buildings including the Grand Mosque first extension project. The supporting piles extend deep into the basaltic stratum up to 50 m in some locations.The behavior of the piled raft foundation under earthquake loading would influence the seismic performance of the supported structure. Based on observations during past seismic events, it was suggested that the lateral inertial force of the building is supported by frictional resistance beneath the raft as well as piles shaft resistance. More-over, the raft could potentially experience excessive settlement. As a result, the ratio of the load carried by the raft to the total structural load could increase after the earthquake event. The case study presented in this paper investigates the seismic performance of the piled raft foundation of a selected building in the city center. The seismic response of the piled raft foundation is analyzed using three-dimensional finite element model employing the computer program Plaxis 3D. The foundation response during the earthquakes is investi-gated. The result has shown that the piled raft configuration has better lateral resistance to the seismic loading than the piled cap configuration.


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705 - Field performance of fully grouted piezometers installed in the Saint-Marthe Clay deposit, Quebec Vahid Marefat1, François Duhaime1, Robert P. Chapuis2, & Vincent Le Borgne3

1École de technologie supérieure, Montréal, QC, Canada2École Polytechnique, Montréal, QC, Canada 3GKM Consultants, St-Bruno, QC, Canada

Piezometers can be installed in clay layers or aquitards using the fully grouted method. This method is said to reduce installation costs and to facilitate installation, especially for nested piezometers. The success of the fully grouted method depends on the grout hy-draulic conductivity and its physical stability. This paper discusses the field performance of two sets of fully grouted vibrating wire piezometers sealed in Champlain clay. Two grouts with a permeability ratio of around 200 were used to seal the piezometers. Baseline pore pressure monitoring indicated that the piezometer sealed with grout having a permeability of the same order of magnitude as the surrounding soil registered smoothed and dampened pore pressure fluctuations. However, the response of the piezometers sealed with a high permeability grout was irregular and differed significantly from the profile registered by the piezometers sealed with a low permeability grout.

INNOVATIVE FOUNDATION SYSTEMS Wednesday October 4, 2017 | 15:30 - 17:00 | Room 202

166 - Field investigation of rocking shallow foundations on cohesive soil subjected to lateral cyclic loads Keshab Sharma & Lijun DengDepartment of Civil and Environmental Engineering – University of Alberta, Edmonton, AB, Canada

Rocking shallow foundations have been observed to be a good mechanism of base isolation and energy dissipation during strong seismic events. Researchers have been conducting ge-otechnical centrifuge and shake-table tests of smallscale model footings primarily in sand. Despite the progress, there is a lack of research in the field tests of rocking foundations or in the behaviour of rocking foundations in clay. The present research conducted a field study of a rocking shallow foundation resting on a natural clay in Edmonton, Canada. The footing was subjected to slow cyclic loading in lateral direction. The rocking foundation system consisted of a 1.5 m by 1.0 m concrete footing, column, and deck to simulate a prototype bridge system. A geotechnical investigation was carried out to determine the soil conditions before and after the experiments. Nonlinear behaviour of the foundations and underlying soil was evident and typical performance graphs, such as moment vs. rotation and settlement vs. rotation, are analyzed. Energy dissipation, residual rotation, settlement, and stiffness degradation observed in the tests are discussed.


481 - Foundation Support of a 12-storey Condominium Using Rigid Inclusions Eric Chung Chung & Vander Doelen Engineering Ltd., Kitchener, ON, Canada Neil Isenegger GeoSolv Design/Build Inc., Woodbridge, ON, Canada Jason Brown WSP Canada, Toronto, ON, Canada Mike Pockoski Geopier Foundation Company, Davidson, NC, United States

Construction of high-rise condominiums is becoming more common in Southwestern Ontario. The construction of these structures bring new design and construction chal-lenges not present with the construction of more traditional mid to low rise structures in this area of the province, including the need for higher geotechnical bearing capaci-ty to support much larger loads. This paper discusses the foundation considerations and use of the Geopier GeoConcrete® Column rigid inclusion system to support a 12-storey condominium, located on the bank of the Grand River in Cambridge, Ontario and founded on a very soft silt and organic alluvial deposit.

638 - Experimental Investigation of Soil Mixing to Improve Clayey Soils in Ontario: A Case StudyShuihan Li, Chandra Poudyal, & Jinyuan LiuRyerson University, Toronto, ON, CanadaAl Varshoi & Sandra McGaghran Golder Associates Ltd, Mississauga, ON, CanadaTony SangiulianoMinistry of Transportation, Ontario, Toronto, ON, Canada

This paper presents the results of a laboratory testing program completed on cement- and lime-treated soil samples. The objective of the laboratory testing program was to assess the applicability and effectiveness of soil mixing in treating lowstrength compressible clayey soils. Soil Mixing is a common ground improvement technique in which soils are mixed with cement and/or other binders such as lime. In the current study, bulk and relatively undisturbed samples of organic clayey silt and silty clay to clay were collected from a site in Southern Ontario. The collected samples were blended with different dosages of cement and lime that were used as binder materials, and cured for 7, 14, 28 and 56 days. Unconfined compression strength (UCS) tests were carried out on cement- and lime- treated samples with different curing times. The test results showed a strength increase of 13 times in cement-treated samples after 7 days com-pared to untreated samples. The strength of cementtreated samples generally did not improve considerably beyond 7 days. Compressibility was reduced by 21% for cementtreated samples. Further, the cement-treated samples exhibited a more brittle behaviour compared to untreated soil samples. Lime-treated samples showed only marginally strength increase and is found to be inefficient in treating clayey soils containing organic contents used in this study.


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843 - Micropiles for Highway 3, Grand River Bridge Replacement, Cayuga, Ontario Jim Bruce, Naresh Gurpersaud, Frank Hu, & Mark MontgomeryGeo-Foundations Contractors, Acton, ON, Canada

The Grand River Bridge at Cayuga, Ontario is a two-lane, 5-span structure carrying On-tario Highway 3 over the Grand River. At the time of the works described herein, the bridge was over 100 years old and in dire need of refurbishment and upgrades. All bridge retrofitting work was required to be completed in a manner that prevented interruption of traffic on Highway 3 and minimized impact on the river bottom. Prior to demolition of the existing steel superstructure, a temporary alignment was constructed adjacent to the exist-ing bridge to detour traffic from the existing structure. The new bridge deck constructed on the temporary alignment was supported by temporary, rock-socketed micropiles before eventually being jacked sideways onto the refurbished existing bridge piers after each of the four existing piers was retrofitted with 18 rock-socketed micopiles.

To support the temporary detour bridge, steel caissons were driven through river bottom sediments to the top of bedrock, then augmented by the installation of micropiles at their open-bottom bases before the steel caissons were converted to piers. The permanent mi-cropiles were installed through the existing bridge piers and socketed in rock using a rotary duplex concentric drilling process. Challenging ground conditions were encountered during drilling of the micropiles that necessitated special, modified drilling and grouting procedures. Micropile technology provided game changing options for the Highway 3, Grand River Bridge Replacement Project. An overview of the successful project execution, challenges en-countered, micropile design, testing and quality control are outlined in this paper.

184 - Evaluations of the Depth of a Root-Pile and a Caisson Foundations using the Parallelseismic Test Tiago de Jesus Souza American Tower of Brazil and Aeronautics Institute of Technology (ITA), São Paulo - SP, Brazil Paulo Scarano Hemsi Aeronautics Institute of Technology (ITA), São José dos Campos - SP, Brazil Otávio Coaracy Brasil Gandolfo Institute of Technological Research (IPT), São Paulo - SP, BrazilPaulo Cezar Aoki American Tower of Brazil, São Paulo - SP, Brazil

Lack of knowledge on the depth of a foundation element is a problem impairing the retrofit of existing Civil Engineering structures. Non-destructive Geophysical methods may be cost-ef-fective tools for assessing the depth of foundation elements in a viable manner. This paper pres-ents the results obtained with a seismic test of recent application in Brazil, the Parallel Seismic (PS) test, for evaluation of the depths of foundation elements belonging to two telecommu-nication towers located in São Paulo, Brazil. The towers were of the self-supporting type. For one of the towers, the foundation consisted of eight 25-cm diameter root piles, whereas for the


other, consisted of a 230-cm diameter caisson. In the first case, the soil was a sandy clay, and for the second case, a micaceous clayey-sandy silt. The obtained wave signals for each case are presented, and considerations related to site preparation and signal acquisition are discussed. Once the estimated depths were compared to the as-built documentation, it was possible to verify that the evaluations based on the interpretation of the PS tests carried out at the sites were very satisfactory in terms of estimating the correct depths for the foundation elements tested.

891 - Acceptable probability of excessive deformation for deep urban excavations Ehsan Momeni1, Mehdi Poormoosavian2, & Ali Fakher1

1School of Civil Engineering – University of Tehran, Tehran, Iran 2Department of Civil engineering – University of science and culture, Tehran, Iran

Deformations more than acceptable values are usually defined as excessive deformations. In this paper, a review was conducted on the proposed criteria for the acceptable excavation-induced ground deformations. A number of deep urban excavation projects were also studied. For each case study, the reported probability of excessive deformation (PED), determined with the aid of random set-finite element method (RS-FEM), is compared with an acceptable probability of excessive deformation (APED) of 10-1 which is suggested in this paper. Based on the real situation of the excavation projects, findings indicate that the suggested value of APED is a rea-sonable value and the RS-FEM is a feasible tool in estimating the PEDs of deep excavations.

MINING - RECLAMATION AND COVERS II Wednesday October 4, 2017 | 15:30 - 17:00 | Room 201

128 - Characterization of the Hydrogeological Properties of a Sand Layer Placed on an Experimental Waste Rock Pile Marie-Lin Bréard Lanoix, Thomas Pabst, & Michel Aubertin Research Institute on Mines and Environment (RIME), Montréal, QC, Canada Department of Civil, Geological and Mining Engineering – Polytechnique Montréal, QC, Canada

A new pile construction method is currently being investigated at the Lac Tio mine site (RTFT). This method aims at controlling water infiltration in the pile to reduce contam-inated drainage, using inclined water diversion layers and capillary barrier effects. An ex-perimental waste rock pile was built and instrumented to evaluate this method in situ. This article focuses on the hydrogeological characterization of the flow control layer (FCL) made of a local sandy soil. Infiltration tests are performed with three different methods (single-ring infiltrometer, double-ring infiltrometer and Guelph permeameter) to deter-mine the in situ characteristics of the sand layer. Results from these infiltration tests are compared with laboratory characterization and predictive models. The field data are then used to carry out numerical simulations and assess the response of the sand in the cover installed on the experimental waste rock pile.


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167 - An Assessment of the Hydrogeological Response of the Flow Control Layer Installed on the Experimental Waste Rock Pile at the Lac Tio MineJulien Dubuc, Thomas Pabst, & Michel AubertinPolytechnique Montréal, Montréal, QC, Canada

Large quantities of waste rocks are produced during the operation of a mine and are usually stored in piles on the surface. These can generate contaminated drainage when they con-tain reactive minerals exposed to weathering conditions. An experimental waste rock pile was built at the Lake Tio mine site (Rio Tinto Fer et Titane) to assess the performance of a new construction method aimed at reducing the amount of water that may reach reactive waste rocks in the core of a pile. The purpose of this study is to assess the hydrogeological behaviour of a flow control layer placed on the surface, under various field conditions. The investigation is based on rainfall events recorded at the mine site and large-scale infiltration tests performed on the instrumented experimental waste rock pile. This article describes the experimental program and then presents and discusses early measurements results.

354 - Design, construction, and preliminary performance of an insulation cover with capillary barrier effects at Meadowbank mine, Nunavut Vincent Boulanger-Martel & Bruno Bussière Research Institute on Mines and the Environment - Université du Québec en Abitibi-Témiscamingue, Rouyn-Noranda, QC, Canada Jean Côté Department of Civil and Water Engineering - Université Laval, Québec, QC, CanadaPatrice Gagnon Agnico-Eagle Mines Ltd - Meadowbank Division, Baker Lake, NU, Canada

This in situ research assesses the potential for using a cover with capillary barrier effects, made entirely of non-acid generating waste rocks, to control acid mine drainage genera-tion from tailings impoundments located in cold regions. This paper presents preliminary results from a field experimental cell built at Meadowbank mine (NU). The field experi-mental cell is equipped with temperature, unfrozen volumetric water content, and oxygen consumption monitoring stations. Results from the first year of temperature monitoring indicate that temperatures in the tailings are controlled by the cover materials. The mois-ture-retaining layer approached saturation at the end of the first summer which should control oxygen diffusion from the atmosphere to the reactive tailings. Results indicate that both the mine waste temperatures and/or oxygen fluxes appear to be controlled, thus acid mine drainage generation should be limited year-round.


256 - Performance evaluation of covers with capillary barrier effects (CCBE) under deep groundwater conditions using experimental cells Abdelkabir Maqsoud & Bruno BussièreUniversité du Québec en Abitibi-Témiscamingue, Institut de recherche en mines et en environnement, Rouyn-Noranda, QC, Canada Sophie TurcotteDirection de la restauration des sites miniers, MERN, Val-d’Or, QC, CanadaMélanie RoyAgnicoEagle – Direction de la Restauration des sites miniers, Québec, QC, Canada

The abandoned Manitou mine site (Québec) exploited zinc and copper ores for 37 years (1942-1979). The site contains roughly 11 million tonnes of highly acid-generating tailings, and covers an area of 190 hectares (ha). The chosen reclamation scenario involves placing neutral Goldex tailings over the Manitou tailings in order to elevate the water table and, con-sequently, to reduce the generation of acid mine drainage (AMD) from the Manitou tailings. However, the reactive Manitou tailings contained in tailings storage facility A (TSF-A) are not completely submerged and, thus, oxidation may still occur, especially after ending the deposition of fresh tailings. A proposal to place a cover with capillary barrier effects (CCBE) over part of the TSF-A, where the water table cannot be maintained close to the surface, was suggested. However, due to the elevation of the water table, approximately 4 m below the surface of the reactive Manitou tailings, it was decided to test this reclamation scenario directly on-site using experimental cells. Two experimental cells were constructed and instru-mented using volumetric water content and suction sensors installed at different strategic locations. The main difference between the two cells is the material used as coarse-grained layers. In the first cell, a typical concrete sand was used, while the second cell employed a non-reactive waste rock (0-10 cm). Volumetric water content and suction measurements confirm, for both cells, that it is possible to limit the suction generated in the CCBE through capillary barrier effects. Therefore, the degree of saturation of the moisture-retention layer is usually maintained above 85%, thus confirming the ability of a CCBE to control AMD production, even under the deep groundwater conditions present at the Manitou site.

404 - Climate Change Impacts on Water Balance and Unfrozen Water Content and The Implications for Tailings Management in Northern CanadaDominic Obeng & Cynthia A. ColesMemorial University of Newfoundland, St. John’s, NL, Canada

Climate change is predicted to be amplified in the northern hemisphere and it will have a significant impact on permafrost ice content and water balance (storage in tailings ponds). Using synthetic scenarios of climate change, the water balance and permafrost unfrozen water contents were determined for 2050 and 2100 for two weather stations in Northern Canada. The results showed a future trend of decreasing water balance, increasing future permafrost unfrozen water content and greater seasonal fluctuations in the water balance.


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497 - Rainfall Runoff in Cover Systems Design: Are Numerical Predictions and Observational Science Reconcilable? Ahlam Abdulnabi & G. Ward Wilson Department of Civil and Environmental Engineering – University of Alberta, Edmonton, AB, Canada

Rainfall runoff has a key role in the design and performance perusals of soil cover systems. Laboratory controlled experiments were numerically replicated for both low permeability and capillary barrier profiles using the model SVFlux. One- and three-dimensional models were assessed for saturated and unsaturated initial state. One-dimensional models pro-duced results within 6% accuracy in most low permeability profiles. Less rigorous results were observed in the capillary barrier profiles, where accuracy varied between 1% and 32%. Three-dimensional models improved the results for capillary barrier profiles. Overall, the results of numerical predictions signify reasonably good capability to predict runoff fluxes for controlled laboratory conditions. Nevertheless, inevitable temporal and spatial variabil-ity exist in the field setting presenting a significant limitation of numerical models.

TRANSPORTATION GEOTECHNICS V Wednesday October 4, 2017 | 15:30 - 17:00 | Room 203

302 - Geotechnical ground investigations from the air – opportunities and limitations of airborne geoscanningAndi A. Pfaffhuber, Kristoffer Kåsin, Helgard Anschütz, Asgeir O.K. Lysdahl, Sara Bazin, & Malte VögeNGI, Oslo, Norway

Geological risk is a significant part of infrastructure projects and hard to manage with costly traditional ground investigations. Up to 20 to 40 percent cost overruns and signif-icant schedule delays are typical. Over the last few years, we have adopted an established airborne ground water exploration method for geotechnical purposes. The combination of high resolution survey equipment with, designated processing and inversion and lastly semi-automatic interpretation for relevant geotechnical parameters has enabled us to map bedrock topography, quick clay, toxic alum shale, and bedrock weakness zones. Supporting Norway’s recent large-scale railway development projects, we covered more than 700 km2 with high-resolution airborne geoscanning over the last two years. Depth to bedrock varies from tens of meters glaciomarine clay to few meters moraine or coarse-grained sediments. Integration of accurate geophysical models and sparse geotechnical data is a key element to deliver geotechnically meaningful results.


279 - Performance of Steel Buried Bridges under High Settlement Conditions-A Numerical Evaluation M. Meckkey El-SharnoubyAtlantic Industries Limited, Ayr, ON, Canada

Long span metal buried bridges can be an economically and environmentally attractive alternative to short span conventional bridges. They are increasingly used in various sec-tors including transportation, forestry and mining. Metal buried bridges are composite soil-structure interaction systems where the structure shares the applied load with the surrounding structural backfill. Bearing capacity for structures and conventional bridges are typically calculated at 25 mm settlement. This criterion is intended to limit structure stresses due to settlement. In this paper, a two-dimensional non-linear numerical model of a typical 7 m long span steel buried bridge is developed. The numerical model predic-tions are compared with the 2014 Canadian Highway Bridge Design Code (CHBDC) predictions. The effect of footing settlement on structure performance is investigated. This study illustrates the efficiencies in structure and footing design stemming from higher settlement limits.

504 - Design, construction & monitoring of a two-stage MSE wall built with geosynthetic reinforced ultra-lightweight fill on compressible soils Phil Perzia PERZIA GeoSolutions, Toronto, ON, Canada Tony Sangiuliano Ministry of Transportation of Ontario, Toronto, ON, Canada Lisa Coyne & Murty Devata Golder Associates Ltd., Mississauga, ON, Canada Rehman Abdul & Sepideh D-Monfared Terraprobe Inc., Brampton, ON, Canada

The Ministry of Transportation of Ontario (MTO) is widening several kilometres of Highway 400 between Toronto and Barrie. Within the Holland Marsh, deep deposits of organics and compressible soils with a high groundwater table in combination with property restrictions posed both geotechnical and geometrical challenges for the pro-posed highway embankment widening. The approach embankment for the northbound bridge replacement over the South Canal requires fill heights approaching 8 m. Several alternatives were considered to construct the widening to address the stability and settle-ment issues, the limited space, and the tight construction schedule. The recommended solution was to construct a two-stage mechanically stabilized earth (MSE) wall up to 7.7 m high using reinforced ultra-lightweight slag founded on a granular pad. The first stage consists of a facing system that can tolerate the anticipated settlements. The second stage will be the placement of precast concrete facing panels. Instrumentation has been installed to monitor the vertical and horizontal displacements. The settlement data will help determine when the second stage facing panels can be installed. This case study


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will describe the MSE wall design process including the alternatives considered, the instruments installed, the wall system selection, the construction of the first stage, the settlement predictions, and monitoring results.

582 - Flexible Slope Stabilization In Cowichan Bay, BC – Using A High-Tensile Steel Mesh To Stabilize a Steep Eroding Soil SlopeJillian JacksonBritish Columbia Ministry of Transportation Infrastructure, Victoria, BC, CanadaAndi BuechiGeobrugg North America, LLC, Kelowna, BC, Canada

Over-steepened slopes above Cowichan Bay Road, in Cowichan Bay, BC have had numer-ous historic shallow slope failures. In recent years, re-vegetation has not been rapid enough to provide erosion protection before the winter season rainfall. As a result, sloughed ma-terial has overfilled the ditch and deposited on the roadway resulting in reduced traffic flow and disrupted local transportation. The British Columbia Ministry of Transportation and Infrastructure sought a long-term solution to stabilize the steep weathering glacial till slope that best protects the traveling public, and ultimately decided upon a flexible anchored mesh slope stabilization system. Flexible anchored mesh stabilization systems have been developed for the stabilization of over-steepened soil slopes or weather rock cuts using a specialized design concept called RUVOLUM. This dimensioning tool is dependent on the ability of the system to transfer forces from the high-tensile facing material to the ground anchors tied into the stable sub-surface using specialized anchor plates. Extensive full-scale field testing of this mesh have confirmed the performance of the complete system utilizing not only the mesh, but the anchor plate that optimizes force transfer from mesh to anchors. The open facing of the system allows ground water to drain through the mesh and performs well under seismic activity due to the flexible nature of the mesh. The anchored mesh is combined with an erosion control mat installed underneath the mesh to prevent fine material from washing through. In addition, hydroseed is applied to promote re-vegetation to further stabilize the surface as well as to promote an aesthetic and ‘green’ solution.

668 - Assessment of Steel H-Piles Supporting Bridge Structures Using Pile Integrity Testing (PIT) Unit, Various Locations, New Brunswick, CanadaMarco SivitilliGEMTEC Limited, Saint John, NB, CanadaSerge BourqueGEMTEC Limited, Ottawa, ON, CanadaJoseph MacDonaldNB Department of Transportation and Infrastructure, Fredericton, NB, CanadaDavid PurdueGEMTEC Limited, Fredericton, NB, Canada


GEMTEC Limited was retained by the New Brunswick Department of Transportation and Infrastructure (NBDTI) to conduct a pilot program to assess the length and integrity of steel H-piles supporting bridge structures in a corrosive environment by non-destruc-tive testing methods. For the initial phase of this pilot program, various bridge structures located throughout southern New Brunswick were investigated using the Pile Integrity Tester (PIT) unit manufactured by Pile Dynamics Inc. The Phase I portion of the study completed in 2015, consisted of testing piles of unknown lengths with no driving records or borehole data at seven (7) bridge structures. Based on the results of Phase I, a second phase (Phase II) was commissioned and completed in 2016, it consisted of testing piles at five (5) additional structures containing piles with known lengths. Phase II allowed for the comparison of the estimated pile length from the PIT data to the actual pile depth. The study is still on-going, further PIT testing along with other potential investigative methods will be considered for the next phase of this project.

264 - Impact of geometric and performance grade properties of hot mix asphalt de-bonding layer on performance of unbonded jointed plain concrete overlay Gauhar Sabih & Rafiqul A. Tarefder Department of Civil Engineering – The University of New Mexico, Albuquerque, NM, United States

Rehabilitation of existing jointed plain concrete pavements ( JPCP) by using unbonded con-crete overlay is being overly used worldwide. It is a layer of concrete placed over an existing JPCP with a hot mix asphalt (HMA) interlayer. The purpose of the interlayer is to sepa-rate the existing and overlay concrete layers and reduction of reflection cracking. This study focuses on the impact of thickness and superpave performance grade properties of HMA separation layer on performance of concrete overlays. Simulations were conducted using ME design software with varying thickness of the separation layer. The results indicated that with decrease in the thickness of the HMA layer, the performance of unbonded overlay is adverse-ly affected with increased transverse cracking, whereas no significant effect was observed on joint faulting. The impact of variation in superpave performance binder grade on the overlay performance was also analyzed, and no significant effect was observed.

SEISMISCITY Wednesday October 4, 2017 | 15:30 - 17:00 | Room 208

201 - 3D sensitivity analyses of the factors affecting the estimation of the small-strain shear modulus from RC outcomes Ibrahim Lashin, Mahmoud N. Hussien, & Mourad Karray Department of Civil Engineering – Sherbrooke University, Sherbrooke, QC, Canada Mohamed Chekired Institut de Recherche d’Hydro-Québec, Varennes, QC, Canada


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Resonant column (RC) is a widely used laboratory technique to estimate the small-strain shear modulus of soil. Solid or hollow cylindrical specimens are set into motion in torsional mode of vibration by an electromagnetic loading system whose frequency is changed until the first mode resonant condition is achieved, and then the shear modulus is backcalcu-lated from the fundamental frequency, geometry of the specimen, and the conditions of the end restraint. This study presents the results of three-dimensional finite differences (FD) analyses using FLAC3D on full scale RC soil samples under both torsional and longitudinal modes of vibration to examine the influence of the driving mass, geometry of the specimen and boundary conditions on RC results. Numerical results showed that the attachment of the instrumentations on the sample is the driving factor to contribute the error in the estimation of the soil dynamic characteristics, and typical equations for the calculation of the shear modulus from the resonance frequency in the longitudinal mode of vibrations cannot be directly applied to their torsional mode counterparts.

319 - Variation of the stress reduction coefficient between Eastern and Western regions of North America Eliane Harpin, Mahmoud N. Hussien, & Mourad Karray Département de génie civil – Université de Sherbrooke, Sherbrooke, QC, Canada

Similar empirical procedures are currently used for both Eastern and Western regions of North America to evaluate the dynamic response of soil deposits and to assess their liquefaction potential. This issue is explicitly discussed in this paper through numerical modeling implementing the computer code, FLAC 7.0 on soil deposits subjected to earth-quakes compatible and incompatible with the Eastern and the Western seismicity. Special concerns have been put to the validation of the numerical model adopted through com-parisons with earlier numerical simulation results reported by Idriss and Boulanger (2010) as well as those produced in the PRENOLIN Project with synthetic input motions. Then, a parametric analysis has been conducted applying various input motions to soil deposits having different dynamic characteristics. Based on the numerical data obtained, a model for the Eastern regions has been proposed and critically compared to the Western model suggested by Idriss and Boulanger (2010).

446 - Modulus reduction and damping curves for soils under simple shear T. Theenathayarl1, T. Sentheepan2, & S. Sivathayalan3 1Klohn Crippen Berger Ltd., Vancouver, BC, Canada2Golder Associates Ltd., Vancouver, BC, Canada3Department of Civil and Environmental Engineering, Carleton University, Ottawa, ON, Canada

Modulus reduction and damping ratio curves are important input parameters for dynamic soil response analysis. An NGI type simple shear device was enhanced to enable accurate small strain measurements using appropriate instrumentation in an attempt to construct these curves under simple shear loading mode. Quasi-cyclic, small strain or stress-controlled,


simple shear tests were carried out on undisturbed Champlain Sea clay and reconstituted Fraser Delta sand specimens. This work was carried out as a precursor to a more comprehen-sive CRD project on Champlain Sea clay from various sites across Ontario and Quebec, and provides an initial database of confident modulus reduction and damping curves.

570 - Use of shear wave velocity to assess liquefaction potential of silty till along the new Champlain Bridge Project Corridor in Montreal Mourad Karray, Mahmoud N. Hussien, & Betegard Jeudy Department of Civil Engineering, Faculty of Engineering – Université de Sherbrooke, Sherbrooke, QC, Canada Mohamed ChekiredHydro-Québec, Montréal, QC, Canada Simon Grenier SNC Lavalin Inc., Montréal, QC, Canada

A substantial amount of knowledge on liquefaction of sandy and silty soils has been ac-cumulated over the past 50-years, which has led to typical procedures to assess the lique-faction susceptibility based on laboratory and field tests. However, one of the major chal-lenges in evaluating the liquefaction potential of a soil layer is the limitation in obtaining undisturbed soil specimens to be tested in the laboratory. In this paper, a comprehensive laboratory tests are conducted to examine the possibility of using the laboratory established Vs1-e correlation (where Vs1 is the stress-normalized shear wave velocity) as a reference to reconstitute soil specimens at dynamic characteristics comparable to those experienced in the field and thus assessing their liquefaction potential directly. Vs measurement through P-RAT tests are conducted first on silty soil samples extracted from the new Champlain Bridge corridor site and remolded at different void ratios. These tests are used to construct the Vs1-e relationships that could be utilized to reconstitute silt specimens that undergo a series of cyclic combined triaxial shear tests (TxSS) to assess their dynamic characteristics. The experimental results show that shear wave velocity is an effective parameter to be used as a reference to assess soil liquefaction potential in particular and to link the soil behavior under real and controlled conditions, in general.

287 - Local Amplification Measurements of the Seismic Motion in the City of Fonds-Parisien (Haiti) Jonathan Claude, Valmy Dorival, Sadrac St Fleur, & Berthoumieux Junior Jean Unité de Recherche en Géosciences (URGéo) – Faculté des Sciences – Université d’État d’Haïti, Port-au-Prince, Haïti

Part of the energy released during a seismic rupture is propagated in the earth’s crust as seismic waves. The amplitude and frequency content of these waves vary with distance and the path followed by the waves in the crust. These variations result largely from geological contrasts, typically stronger near the surface, and from geomorphological accidents which can focus the energy of the wave field. These effects, which can modify the seismic signal


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before it reaches the surface, are known as “site effects”, and can be detected by geophys-ical methods. In this paper, we propose to evaluate site effects in the Fonds-Parisien area from the results of two geophysical methods: (1) the H/V ambient noise method which gives an approximate measure of the amplification of the horizontal component due to the sub-surface geometry and (2) the Multi-Channel Analysis Wave (MASW) method which allows to determine a shear velocity profile for taking into account the influence of the ve-locity contrast on the amplification of the seismic motion. Thus, these different approaches allow us to estimate the amplifications of seismic waves by local conditions in the city of Fonds-Parisien by determining for each site a theoretical transfer function.

NUCLEAR WASTE DISPOSAL Wednesday October 4, 2017 | 15:30 - 17:00 | Room 206

224 - Modelling gas preferential flow in buffer materials in deep geological repositories based on double-porosity conceptGuanlong Guo & Mamadou FallDepartment of Civil Engineering, University of Ottawa, Ottawa, ON, Canada

Dilatancy-controlled gas flow is considered to be the dominant mechanism of gas migra-tion in saturated bentonite-based barrier materials. Gas migration is a coupled hydro-me-chanical (HM) process mainly characterized by the development of preferential pathways. This paper proposes a new coupled HM model to simulate the gas flow behaviors in satu-rated bentonite-based barrier materials. The proposed model, which is based on the dou-ble-porosity concept, separates the developed fracture porous media into two continua, i.e. fracture continuum and porous continuum. The coupled HM processes of gas migration in bentonite based materials are modelled in the traditional framework for a double-porosity medium, except that the proposed model in this study applies effective stress concept for each continuum. Therefore, each continuum is governed by its own mechanical constitu-tive model. The proposed approach is able to capture more HM characteristics observed experimentally, and eliminates the need to develop corresponding mathematical models. The numerical model is then validated against experimental tests. The developed model, its validation and limitations, and future recommended work are discussed.

531 - Investigating normal and shear stiffness properties of fractures and healed sedimentary nodular structure in the Cobourg limestone Jennifer J. Day Department of Earth Sciences – University of New Brunswick, Fredericton, NB, Canada Mark S. Diederichs & D. Jean Hutchinson Department of Geological Sciences & Geological Engineering – Queen’s University, Kingston, ON, Canada

Modern geotechnical numerical design is limited by conventional characterization and data collection practices, which do not capture detailed parameters of intact rock and rock-


mass structure necessary for input to sophisticated numerical simulation tools. The role of sedimentary nodular intrablock structure in the Cobourg limestone on rockmass be-haviour is an important consideration for Canadian Deep Geological Repositories for the permanent storage of nuclear waste. To this end, laboratory direct shear testing has been conducted on the Cobourg limestone, and the normal and shear stiffness results are pre-sented in this paper. Conventional analysis techniques have been critically evaluated and a new shear stiffness calculation method is presented. These techniques are also applied to calculate stiffness values for intrablock structure. Implications of the ranges of normal and shear stiffness results are evaluated using finite element models at the excavation scale.

612 - A generalized relationship for estimating highly compacted bentonite’s degree of saturation using electrical and thermal resistivitySepehr Rahimi & Sumi SiddiquaSchool of Engineering – University of British Columbia, Okanagan Campus, Kelowna, BC, Canada

Decisions on the management of used nuclear fuels have forced the authorities in many countries, including Canada, to utilize long-term isolation of used fuels within a deep geological repository. Beneath the surface, a deep geological repository has a network of placement rooms where the used fuel bundles will be placed in a multi barrier system con-sisting of both artificial and natural barriers. Among these barriers the highly compacted bentonite which covers fuel bundles is targeted for further study. For monitoring purposes in both storage and long-term periods, electrical resistivity is suggested to be an efficient tool. Electrical resistivity can be correlated to other properties such as thermal resistivity or saturation. Since these properties are influenced by the same flowing pathways, potential relations between these parameters are investigated. Saturation is a key parameter in deep geological repositories and has a huge influence on both thermal and hydraulic behavior of highly compacted bentonite; thus, it is suggested to use thermal and electrical resistivity data together to find the saturation of highly compacted bentonite.

456 - Temperature effects on volume change behavior of highly compacted GMZ bentonite in cyclic wetting-drying processesWang Yang1, Ye Wei-Min1, 2, Chen Yong-Gui1, Chen Bao1, & Cui Yu-Jun1, 3

1Key Laboratory of Geotechnical and Underground Engineering of Ministry of Education, Tongji University, Shanghai, China2United Research Center for Urban Environment and Sustainable Development, the Ministry of Education, Shanghai, China3Laboratoire Navier, Ecole des Ponts ParisTech, France

During the long-term operation of deep geological repository for disposal of high-level ra-dioactive waste, compacted bentonite will experience wetting–drying cycles, which will be influenced by high temperatures due to the decay heat generated by the radioactive wastes. With suction-temperature controlled oedometer tests, temperature influence on the swell-


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ing-shrinkage deformation of GMZ bentonite specimen was investigated. Cyclic wetting–drying tests with suction ranging between 0 and 110 MPa were conducted on specimens under different constant vertical net stresses and temperatures (from 20 to 60°C). Irreversible deformation was observed for all the specimens experienced several cycles. The accumulative deformation recorded on the tested specimen was an expansion strain or a shrinkage depends on the vertical net stress applied. Temperature effects on the cumulative strains depend on the vertical stress. For lower vertical stresses, the cumulative expansion strain increases with increasing temperature. However, for higher vertical stresses, the potential of cumulative shrinkage strains increase with the increasing temperature. All these observations were ex-plained by the physico-chemical interactions taking place at microscopic level and rearrange-ments of macrostructure induced by hydraulic and thermal changes.

POSTERS - GEOTECHNICAL

255 - Modélisation physique d’un recouvrement à base de marbre concassé et de matériaux fins pour la restauration de la mine d’or d’Ity (Côte d’Ivoire)Sékou Diaby, Abdelkabir Maqsoud, & Mamert MbonimpaInstitut de Recherche-Mine et Environnement, Université du Québec en Abitibi-Témiscamingue, Rouyn-Noranda, QC, Canada

La Société des Mines d’Ity envisage l’exploitation de l’or dans des gites sulfureux. Ce nou-veau type d’exploitation va générer des rejets miniers sulfureux potentiellement générateurs de drainage minier acide (DMA). Par conséquent, l’industrie minière devra prendre des mesures nécessaires afin de limiter l’impact de ce type d’exploitation sur l’environnement. Parmi les solutions efficaces pour limiter la production du DMA, on trouve les systèmes de recouvrement visant à empêcher la migration de l’oxygène vers les résidus réactifs. Ce projet s’intéresse à l’évaluation de scénarios de recouvrement pour la restauration éventu-elle des rejets miniers sulfureux de la mine d’Ity. Dans cette optique, différents modèles physiques ont été mis en place au laboratoire. Dans ce papier, on présente une description des matériaux utilisés, la configuration des modèles physiques utilisés ainsi que les résultats préliminaires relatifs aux comportements hydrogéologiques. Les résultats préliminaires, montrent que les recouvrements monocouches semblent moins efficaces que les couver-tures avec effets de barrière capillaire.


282 - Local Amplification Measurements of the Seismic Motion in the City of Fonds-Parisien (Haiti) Jonathan Claude & Valmy Dorival Unité de Recherche en Géosciences (URGéo) – Faculté des Sciences – Université d’État d’Haïti, Port-au-Prince, Haïti Sadrac St Fleur Unité de Recherche en Géosciences (URGéo) – Faculté des Sciences – Université d’État d’Haïti, Port-au-Prince, Haïti Géoazur, Université Cote d’Azur, Centre National de Recherche Scientifique (CNRS), Observatoire de la Côte d’Azur, 250 av Albert Einstein, 06560 Valbonne, France Berthoumieux Junior Jean Unité de Recherche en Géosciences (URGéo) – Faculté des Sciences – Université d’État d’Haïti, Port-au-Prince, Haïti Laboratoire National du Bâtiment et des Travaux Publics – Port-au-Prince, Haïti

Part of the energy released during a seismic rupture is propagated in the earth’s crust as seismic waves. The amplitude and frequency content of these waves vary with distance and the path followed by the waves in the crust. These variations result largely from geological contrasts, typically stronger near the surface, and from geomorphological accidents which can focus the energy of the wave field. These effects, which can modify the seismic signal before it reaches the surface, are known as “site effects”, and can be detected by geophys-ical methods. In this paper, we propose to evaluate site effects in the Fonds-Parisien area from the results of two geophysical methods: (1) the H/V ambient noise method which gives an approximate measure of the amplification of the horizontal component due to the sub-surface geometry and (2) the Multi-Channel Analysis Wave (MASW) method which allows to determine a shear velocity profile for taking into account the influence of the ve-locity contrast on the amplification of the seismic motion. Thus, these different approaches allow us to estimate the amplifications of seismic waves by local conditions in the city of Fonds-Parisien by determining for each site a theoretical transfer function.

299 - Field Lateral Loading Tests of Screw Micropiles in Cohesive Soil Mujtaba Khidri & Lijun Deng Department of Civil and Environmental Engineering University of Alberta, Edmonton, AB, Canada

The lateral behavior of conventional driven or cast-in place piles have been adequately investigated in the literature. Recently, screw micropile, made of hollow steel tube, have been introduced to the construction industry in North America. This pile type has both uniform and tapered cross sections, with continuous threads overs its lower half. The pile can be quickly screwed in the ground with small construction equipment and can be re-used. The lateral behavior of this new type of pile have not been evaluated. Therefore, the present research investigates the lateral behavior of screw micropile in the field at the University of Alberta and by analyzing with finite element analysis in Opensees software


using geotechnical parameters attained from the site investigation and pile properties. Pri-or to the field program, geotechnical site investigation was conducted to characterize the soil profile using cone penetration tests and laboratory tests of intact soil samples obtained by Shelby tube. Monotonic lateral loading tests were conducted as per ASTM Standard on three instrumented piles with various dimensions and configurations. Closely spaced full-bridge strain gauge stations were installed along the pile shaft to measure the bending moment distribution. Predicted bending moment distribution was obtained from finite element analysis and was compared with measured bending moment. It was found that Boulanger approach of utilizing p-y spring, q-z spring and t-z spring for lateral resistance of soil, rotation resistance of the threads and soil-pile adhesion would yield satisfacto-ry result. Contribution of lateral resistance of soil, rotation resistance of the threads, and soil-pile adhesion toward overall lateral pile capacity was estimated in Opensees software. Using measured and predicted lateral load and pile head displacement, ultimate lateral pile capacity of each pile at 6.25 mm and 12.5 mm were obtained. Previous criterion of flexible pile was tested and verified.

305 - The measurement of primary drainage curve using hanging column and large soil column testGuanxi Yan, Zi Li, Thierry Bore, & Alexander Scheuermann Geotechnical Engineering Centre, School of Civil Engineering - The University of Queensland, St Lucia, QLD, AustraliaSergio Galindo-Torres & Ling LiNational Centre for Groundwater Research and Training, School of Civil Engineering - The University of Queensland, St Lucia, QLD, Australia

Soil Water Retention Curve (SWRC) dominates the hydraulic and mechanical behavior of unsaturated soil. Conventional geotechnical testing methods usually adopt the assump-tion of Representative Elementary Volume (REV) concept so that the specimen prepared in few centimeters can be tested. However, the homogeneity issue always comes with the preparation of specimen. For SWRC measurement, Air Entry Value (AEV) is sensitive to the largest pore radius inside particle package. Taking a small layer of soil for testing might induce the loss of hydraulic connection between smaller pore conduit in the upper layer and larger pore conduit in the lower layer. This further raises the issue of scale effect in regards to the selection of the thickness of specimen in hanging column method. In this paper, both hanging column and large soil column test are applied for SWRC measure-ment on two types of sandy soil. With the integration of advanced moisture and suction measuring technique, it can compare the suction/moisture profile of the soil profile against the SWRC measured for the REV-sized specimen. The experimental methods are briefly introduced, and results are presented with the discussion. This work demonstrates the scale effect and homogeneity issue on conventional method for SWRC measurement.

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382 - Deep excavation reliability analysis based on finite element method and random set theory Mehdi PoormoosavianDepartment of Civil Engineering – University of Science and Culture, Tehran, Iran Ali FakherDepartment of Civil Engineering – University of Tehran, Tehran, Iran

This paper presents a possible framework for dealing with uncertainties in stability analysis of deep excavations. When a classical reliability analysis is being performed, subjective assumptions about the probability density function of parameters are often made because in many cases the results of geotechnical investigations are set values rather than being precise and a point value. To demonstrate the applicability and efficiency of Random Set theory in combination with finite element analysis (RS-FEM) in geotechnical practice, two case studies have been chosen, namely a 30-meter and 20-meter excavations located in the north of Tehran. The influence of spatial variability among 20 parameters in each case study are considered, and the sensitivity analysis for different input parameters have been conducted. In comparison with in situ measurements, calculated results are provided for two deep excavations and it is shown that calculated displacement interval compare well with measurements. The presented paper concludes that RS-FEM results accommodate well with anticipated displacements and structure performance level.

390 - Strength based liquid limit of soils V. Jyothsna, R.G. Robinson, & Subhadeep Banerjee Department of Civil Engineering – Indian Institute of Technology Madras, Chennai, Tamil Nadu, India

Liquid limit is an index property that holds great importance in any geotechnical investi-gation for fine grained soils. Several engineering properties of soil have been correlated to this property.The fall cone test is a popular method for determining the liquid limit and is also used for predicting shear strength using the extent of penetration using a cone factor ‘K’. While studies suggest a K value of 1.33 for a semi rough cone, it is observed that ‘K’ varies widely in the range of 0.46 to 1.22 for the soils considered. Therefore, the correla-tions based on Liquid limit and the determination of shear strength of soils using fall cone method requires further investigation. A strength based determination of liquid limit using laboratory vane shear apparatus is proposed in the present study and an attempt has been made to correlate this property with the undrained shear strength of remoulded soils.

398 - Highway structure stabilizing through dynamic panel cooling (DPC) Primakov S. SergeiTyumen State University

The use of DPC allows reducing heat exchange in order to limit the degradation of the permafrost under paved embankments. DPC in an open position decreases the effect of


solar radiation ten times in summer. At the same time, the DPC in a closed position do not prevent heat transfer in the winter. The movement of the DPC is performed under the influence of natural processes. This study presents a series of numerical simulations to investigate efficacy of DPC put onto the slopes of roads to stabilize permafrost. Promising results have been obtained. The prototype of the DPC will be presented at the conference.

413 - Stability Analysis of Retaining Wall – Case study Hamza Karrad University of L’Hadj Lakhdhar, Batna, Algeria

The city of Constantine is located in the Tell North area, occupying a 15 Km2 area limited by varied reliefs, in certain cases truly steep. The region altitude varies between 300m (riverbeds level) and 800m at the conglomerate beds summit. The slope inclination varies from 12º to 35º with the exception of the Rhumel river canyon which has a cliff type mor-phology. The geology of the region of Constantine is complex due to a tectonic structure dominated by the presence of nappes. It is characterized by a neritic sedimentation of limestone and marls up until the Cretaceous period, followed by a flysch type sedimen-tation (conglomerates and sandy clays) in the Tertiary and also by a shallow tectonic style characterized by the presence of flexible folds affected by numerous faults. This study de-scribes the stability analysis of a retaining wall supporting the main road line of a highway in Constantine using finite element program.

542 - Characterization of Polymer Modifiers in Phase Separated Binder through FTIR and MSCR Tests Ivan A. Syed, Umme A. Mannan, & Rafiqul A. Tarefder Department of Civil Engineering – University of New Mexico, Albuquerque, NM, United States

Due to lack of prescriptive specifications of polymer modified binders (PMBs) use in the State of New Mexico, binder suppliers are not imposed with guidelines to fully disclose polymer modifiers. This study conducts a laboratory evaluation of phase separation on three varying binder PG grades, whether a separation between the polymer-rich and as-phaltenerich phase can be achieved. Samples will be conditioned through the hot storage method. Once conditioned, Fourier Transform Infrared spectroscopy (FTIR) and Multi-ple Stress and Creep Recovery (MSCR) were employed to investigate the chemical and rheological characteristics of styrene butadiene styrene (SBS) polymers. It was found that the absorbance rates measured didn’t show significant change in top and bottom sections of the binders indicating a trend of homogenization of the polymer within the binder. On the contrary, parameters retrieved from MSCR were found to be a good measure to vali-date the presence of polymer modifiers.

553 - ADONIS: A free finite element analysis software with an interactive graphical user interface for geoengineers Roozbeh Geraili Mikola McMillen Jacobs Associates, San Francisco, CA, United States

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ADONIS is a free finite element program designed to perform deformation and stability analysis of geotechnical structures. ADONIS is an easy-to-use program for various geotech-nical projects. It features a full graphical interface for preprocessing or postprocessing and uses an automated unstructured mesh generator to create complex finite element meshes. The user-friendly interface guides the user throughout the specification of the construction phases. ADONIS supports a wide range of boundary conditions and constitutive models to simulate interactions between materials that are relevant to problems in geoengineering. An embedded scripting language in ADONIS enables the user to interact with and manipulate the models. In this paper, a brief overview of the ADONIS structure is presented, followed by an explanation of the main features of the program. In addition, a set of examples is also shown to validate the ADONIS program and demonstrate its capability.

POSTERS - HYDROGEOLOGICAL

159 - Comparative Study between Landfills in Canada and Bangladesh- a Case Study of Glenmore landfill, British Columbia, Canada and Khulna Pilot Scale Sanitary Landfill, Bangladesh Shumsun Nahar SiddiqueConfederation College, Thunder Bay, ON, Canada Sumi SiddiquaThe University of British Columbia, Kelowna, BC, Canada Syed Iftekhar Ahmed DST Consulting Engineers Inc., Thunder Bay, ON, Canada

From the days of civilization, solid waste management is one among the basic essential services provided by municipal authorities in order to keep urban centres clean including all required activities to manage waste from its origin to final disposal. Modern practice for waste disposal is landfill, which is an engineered land buried facility for the disposal of municipal solid waste that does not pose a potential hazard. It also has the capability of various resource recovery processes. This paper conducted a comparative study between two representative landfills of a developed country (Canada) and a developing country (Bangladesh). Glenmore landfill, British Columbia, Canada, is a large-scale landfill with all modern facilities, while Khulna Pilot Scale Sanitary Landfill, Bangladesh, is the very first landfill of Bangladesh, which followed the engineering regulations and guidelines, and built with local materials and technology. Besides, this study assesses the mobility of a rep-resentative contaminant (engineered carbon nanoparticles) beneath the Glenmore landfill and Khulna PSSL using a two-dimensional finite element model that solves modified colloid filtration theory. Results found that both of these landfills can successfully protect the groundwater resources from this contaminant, if these landfills are properly designed and constructed as proposed.


304 - An Evaluation of Parameter Uncertainty in the Calibration of a Soil-Vegetation-Atmosphere-Transfer (SVAT) model for a Reclamation Cover on LOS Md. Shahabul Alam, Lee Barbour, & Mingbin Huang Department of Civil, Geological and Environmental Engineering – University of Saskatchewan, Saskatoon, SK, Canada Larisa Doucette O’Kane Consultants Inc., Saskatoon, SK, Canada

Soil-vegetation-atmosphere-transfer numerical modelling was used to evaluate long-term water balances of oil sands reclamation covers at Syncrude’s Mildred Lake Mine in North-ern Alberta. This study describes the development of calibrated SVAT models for covers at Syncrude’s Aurora Capping Study. The variability in the hydraulic properties of the cover soils was quantified by optimization using inverse modelling. A direct comparison of the variability in the saturated hydraulic conductivity (Ks) to direct field measurements of Ks was consistent with the optimized values. The results demonstrate that LOS Ks had the greatest uncertainty among the five hydraulic parameters of the SVAT model and three soil types. Spatial variation of soil physical properties contributed approximately 86% to the overall parameter uncertainty for Ks.

355 - Provenance of Methane and Iodine in an Eastern Ontario Aquifer A.J. Lemieux & I.D. ClarkDepartment of Earth and Environmental Sciences – University of Ottawa, Ottawa, ON, Canada Hamilton, S.M. Ontario Geological Survey, Sudbury, ON, Canada

Groundwater geochemistry and isotopic data were used to better understand the hydro-geochemical mechanisms that control the enrichment of groundwater to potentially haz-ardous levels of iodine (up to 10 ppm) and methane (exceeding 28 ppm) in a regional inter-face aquifer overlain by glaciomarine clays, in which a minimum 28% of the organic carbon content is derived from marine organic matter. Stable isotope analysis revealed that the methane is biogenic in origin (d13C less than -52.620) and originates from two distinct methanogenic pathways: acetate fermentation in fresh waters and carbonate reduction in more saline waters, both of which are associated with the release of iodine into solution. While the spatial distribution of the iodine and methane enrichments in groundwater are similar, the mechanisms for methane production with concomitant iodine release, as well as the varied iodine content in the different types of organic matter present, is not clear, necessitating the need for further analysis.

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711 - Geochemical modelling of salt minerals and application to geothermal energy Kayla Moore & Hartmut M. Holländer University of Manitoba, Winnipeg, MB, Canada

Geothermal electrical energy, a clean energy source, has the potential to provide reliable baseload power in the Canadian Prairies. However, economic factors, such as drilling costs, which increase exponentially with depth, must also be considered. Electricity production requires a temperature of at least 80°C, and therefore deep geothermal wells. Temperatures in salt formations are higher than other rock formations at similar depths due to the high thermal conductivity of salt. A salt formation in the Williston Basin in the Canadian Prai-ries is considered for feasibility of developing an Enhanced Geothermal Systems (EGS). Site-specific geochemistry is required; salt is highly soluble and complex geochemistry is expected. A saturated brine is considered for a heat exchange fluid to reduce dissolution and precipitation. Therefore, the geochemical reactions that occur between a halite mineral and geothermal heat exchange fluids have been evaluated.

780 - Performance Evaluation of the Fast Orthogonal Search Method for Forecasting Groundwater Salinity with Noisy Data Majda El-jaat, Michel Tétreault, & Michael Hulley Department of Civil Engineering – Royal Military College of Canada, Kingston, ON, Canada

This paper presents an evaluation of the performance of the Fast Orthogonal Search meth-od (FOS) for the forecasting of groundwater salinity when the FOS model is created with noisy training data. In this study, the inputs were timed pumping rates and the outputs were the timed Chloride concentrations at the extraction well created using SEAWAT. The outputs were subsequently corrupted with an unbiased random error with an average of 0 and a Standard Deviation of 10%, 20% or 30% of the “observed” concentrations. The results show that the FOS models developed with the data corrupted at the 10 and 20% levels achieved the same quality of fit as the model developed with uncorrupted data. Furthermore it was observed that the model structure was largely unaffected by the use of data corrupted at the 10 and 20% levels, suggesting that the FOS method is effective at capturing the underlying behaviour of the system.

793 - The Well Survey – a Simple but Effective Tool for Hydrogeology Studies Adel Chowdhury & Anthony WestMorrison Hershfield, Ottawa, ON, Canada

Hydrogeological studies are commonly used to evaluate the potential for impacts to occur be-cause of proposed water takings. Various tools are used to establish a conceptual model of the hydrogeological setting, and one such tool is a well survey. The well survey is most commonly used to provide baseline data that can help prevent/resolve impacts to neighboring wells.


Well surveys can be expensive and challenging to perform, however, and the value of the well survey to a project is not always clear. The objective of this study was to evaluate the value that a well survey provides as a tool in achieving project objectives. We reviewed the files of 51 projects involving hydrogeology studies to understand how the well survey, if conducted, influenced the outcome of the project. The results of the assessment suggested that the most critical role for the well survey is as a tool for establishing baseline conditions and for building trust between a project’s proponent and its neighbours. The well-survey costs versus other benefits seemed more difficult to justify. Proponents should set aside money for conducting well surveys, if earlier stages in the hydrogeology make the need apparent.

801 - Integration of aquifer tests, borehole logs and surface geophysics for heterogeneous aquifer characterization Polina Abdrakhimova, Laurence R. Bentley, & Masaki Hayashi Department of Geoscience – University of Calgary, Calgary, AB, Canada

Groundwater is a primary source of public water supply in rural communities of Alberta. Reliable prediction tools are an essential element of any groundwater management strate-gy; however, they require a good understanding of aquifer hydrogeological characteristics, which is a great challenge in the case of heterogeneous aquifer formations, such as the Paskapoo aquifer. An integrated analysis was utilized for a complex hydrogeological study conducted on a site close to Innisfail, Alberta. An initial conceptual model was built based on information from a surface electrical resistivity tomography survey, gamma ray logging, lithological logs (core and cuttings description) and long-term water level monitoring. The derivative and image well theory analysis of a 48 hours pumping test confirmed the exis-tence of a prominent sand body, initially delineated from geological and geophysical data. The integration of multiple methods not only allowed optimizing aquifer testing design by reducing number monitoring well by strategically placing them, but also helped in inter-pretation of the aquifer tests results and constraining the numerical model.

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NOTES

GeoEdmonton 2018MARK YOUR CALENDARS!

Mark your calendars and save the dates of September 23-26 for the 2018 Canadian Geotechnical Conference and Joint CGS/IAH-CNC Groundwater Conference at the Shaw Conference Centre in Edmonton, Alberta.

Go to www.geoedmonton2018.ca for full details, to sign up for the e-newsletter, and to submit an abstract. The abstract submission deadline is December 15, 2017.

Réservez les dates du 23 au 26 septembre 2018 pour la conférence géotechnique canadienne 2018 et la conférence conjointe SCG/AIH-SNC sur les eaux souterraines au Centre Shaw à Edmonton, en Alberta.

Consultez le site www.geoedmonton2018.ca pour obtenir tous les renseignements, vous inscrire à l’infolettre et soumettre un résumé. La date limite pour faire une soumission est le 15 décembre 2017.

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